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2011-10889 GLine: 10 � 31593 L 1 1 1 V. u �. i .. + i- ENGINEERING SERVICES DEPARTMENT 505 S. VULCAN AVE. ENCINITAS, CA 92024 GRADING PERMIT PERMIT NO.: 10889 I PARCEL NO. : 261 -142 -1700 JOB SITE ADDRESS: 2551 SAN ELIJO DRIVE APPLICANT NAME LAKEWOOD LIVING TRUST- RANDOLF MAILING ADDRESS: P.O. BOX 12648 CITY: MILL CREEK STATE: WA ZIP CONTRACTOR : TVD INC. LICENSE NO.: 837667 ENGINEER : PROFESSINAL GEOTECHNICAL INC. PERMIT ISSUE DATE: 10 /18 /11 PERMIT EXP. DATE: 2/09/12 PERMIT ISSUED INSPECTOR: RON BRADY PERMIT FEES & DEPOSITS PLAN NO.: 10889G CASE NO.: 10188 / CDP CHEREWICK PHONE NO.: 760- 420 -5534 98062- PHONE NO.: 619 -851 -9773 LICENSE TYPE: A PHONE 0.: 425- 814 -3970 BY":`��_y� � 1. PERMIT FEE .00 2. GIS MAP FEE .00 3. INSPECTION FEE 4,583.00 4. INSPECTION DEPOSIT: .00 S. NPDES INSPT FEE 916.00 6. SECURITY DEPOSIT 91,669.70 7. FLOOD CONTROL FE 140.00 8. TRAFFIC FEE .00 9. IN -LIEU UNDERGRN .00 10.IN -LIEU IMPROVMT .00 11.PLAN CHECK FEE .00 12.PLAN CHECK DEPOSIT: .00 ------ ----------- -- - - - - -- DESCRIPTION OF WORK ------------------------------- PERMIT TO GUARANTEE BOTH PERFORMANCE AND LABOR /MATERIALS FOR EARTHWORK, DRAINAGE, PRIVATE IMPROVEMENTS, AND EROSION CONTROL ALL PER APPROVED GRADING PERMIT 10889-G. CONTRACTOR MUST MAINTAIN TRAFFIC CONTROL AT ALL TIMES PER APPROVED TRAFFIC CONTROL PLAN OR PER W.A.T.C.H. STANDARDS. LETTER DATED SEPT 12, 2011 APPLIES. - - -- INSPECTION --------- - --- -- DATE -- - - - - -- TNTTTAT. TNSPECTION ID —ZI - /l COMPACTION REPORT RECEIVED ENGINEER CERT. RECEIVED ROUGH GRADING INSPECTION FINAL INSPECTION INSPECTOR'S SIGNATURE - - -- I HEREBY ACKNOWLEDGE THAT I HAVE READ THE APPLICATION AND STATE THAT THE INFORMATION IS CORRECT AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE LAWS RREC�jT�E>e TING AND GRADING, AND THE PROVISIONS AND CONDITIONS OF ANY P IT ISS f PUR UANT TO THIS APPLICATION. 40 PRINT "NAME CIRCLE ONE: 1. OWNER 2. AGENT 3. OTHER to lei I) DATE SIGPED C ER CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER: STREET LOCATION• PERMIT NUMBER: CONTRACTOR: TELEPHONE: QE -eeW ZICLO on/ Anf F)�- "A. n /)/,r e r be L, -. t..,- //= 77.;;,O0 p. """cf9u WHe/u �- ��. 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T.�.v GoLolt� PCc u5m ✓S, a,7r o"i ycCgg,oNs 4b /h o„ r 9ua eoniro% !C. ok. '1129113 fEv -vlous Pn - s co- ,n,uuEV -p 8E cgcev Atiww Lr o • S 37/3 ftat [*_W_ PAvrw/L, G�ouN� CAPPrD 2 +/- i40JrI CWT 70 ZcRo CWIZ6 o Jo c v wa 5 o ctuP,gN lSSucD. v rn crtppsiT• C t_w r* raue(_ m14429 ENGINEERING SERVICES DEPARTMENT CZ}9/Of Capital Improvement Projects ✓J District Support Services Enczrtttas Field Operations Subdivision Engineering Traffic Engineering ROUGH GRADING CONDITIONAL API PROVAL TO: Subdivision Engineering �f) LU/' O ie Public Service Counter ( O/.4PgR.+/n 0. K� FROM: Field Operations Private Contract Inspection RE: Grading Permit No. /088g6- Name of 'A'lv SCGC fey n REtx --s5 rA NameofDeveloper L4KEWOoo Livim& lei.vsr- 4RANOOLF CFFi_PZEWt(_K-- Site Location `�� P '5A7"' � L'' �`O, Al"K - (address ...number ... street name ...suffix oob ' !bldg) The proposed grading of the subject site will require construction of retaining walls that,are also building walls. The inspection of the site retaining walls is to be done by the Field Operations Division of the Engineering Services Department: However, the inspection of the building ;retaining walls is to be done by the Building Inspection Division of the Community Development Department. Therefore, issuance of the necessary Building Permit is requested In order to facilitate the completion of rough grading. NO INSPECTIONS BEYOND FOOTINGS AND FOUNDATION ARE TO BE PROVIDED BY BUILDING INSPECTION UNTIL A NOTICE OF ROUGH GRADING APPROVAL, WITHOUT CONDITIONS AND SIGNED BY THE ENGINEERING INSPECTOR, IS RECEIVED. FRAMING IS PROHBITED. IQ1A__ 3 (signature of Engineering inspector) (Date) (Signature of Senior Civil Engineer, only if appropiate) (Date) Reference: Building Permit No. L -- 9 Special Note: Submit this form, if completed, to counter staff merely by placing a copy of it in both engineering techaidans' in- boxes. Please remember to do a full rough grading approval and submit that paperwork, when completed. Office staff will handle the appropiate reductions in security, if any, and coordination with Building Inspection. Thank you. JSG /field2.docI TEL 760- 633 -2600 / FAX 760633- 2627 505 S. Vulcan Avenue, Encinitas, California 92024 -3633 TOO 760633 -2700 recycled paper ENGINEERING SERVICES DEPARTMENT City o Capital Improvement Projects District Support Services Encinitas Field Operations Subdivision Engineering Traffic Engineering `W ROUGH GRADING APPROVAL 75 °tD Sawa,TU/ TO: Subdivision Engineering f2e,L-��' $ / o. �- Public Service Counter GG �Y1 FROM: Field Operations f�1 Private Contract Inspection RE: Grading Permit No./065961 Name of Project dEJAJ &5000 LC FpR L k 97VJMD bV/A1t Name of Developer Tgt6mq byiA16 7dZtK7-, 61 iye7o1 F CND/ W(ClL Site Location 2s$1 )i4nl CLa -p Ay !address ...number ... street name ...suffix) (lot) !bldg) have inspected the grading at the subject site and have verified certification of the pad by the Engineer of work, /% i0E dated / - - -27- 12-, and certification of soil compaction by the Soil Engineer, /L.O'datetl I am hereby satisfied that the rough grading has been completed in accordance with the approved plans and specifications, Chapter 23.24 of the Municipal Code, and any other applicable engineering standards and specific project requirements. Based on my observation and the certifications, I take no exception to the issuance of a building permit for the lot(s) as noted or Phase , if any, but only in so far as grading is concerned. However, this release is not intended to certify the project with respect to other engineering concerns, including public road, drainage, water, sewer, park, and trail improvements, and their availability, any other public improvements, deferred monumentation, or final grading. Prior to final inspection of the Building Permits) and legal occupancy, I need to be further advised so that I can verify that final grading (i.e., finished precise grading, planting and irrigation) has_P_UjacompJ0Jed in accordance with the approved plans and specifications. 7 - - -13 - - -1 Z (Date) (Signature of Senior Civil Engineer, only if appropiate) !Date) Reference: Building Permit No.// - -Aw Special Note: Submit this form, if completed, to counter staff merely by placing a copy of it in bath engineering technicians' in- boxes. Please remember to do a final inspection of the grading permit and submit that paperwork, when completed. Office staff will handle the appropiate reductions in security, if any, and coordination with IS Building Inspection. Thank you. ]SG /field3.doc I TEL 760- 633 -7600 / FAX 760 -633 -2627 505 S. Vulcan Avenue, Encinitas, California 92024 -3633 TDD 760-6633 -2700 recycled paper Robert M. Pride, LLC January 27, 2012 CITY OF ENCINITAS ENGINEERING SERVICES PERMI 5o5 SOUTH VULCAN AVE. FE6 ENCINITAS, CA 92024 gY---------------------- �J L, 'J L' I FEB 0 7 2012 INEERING SERVICES rrY OF ENCIJAS Re: ENGINEER'S PAD CERTIFICATION FOR PROJECT NO. 11-988 AND GRADING PERMIT NUMBER 10889 -G. 167 Kilkenny Drive (aka 2551 San Elijo Ave. Cardiff, CA 92007) Cardiff, California 92007 RMP Project No. 11- 128 -02 To Whom it Concerns, Pursuant to Section 23.24.310 of the Encinitas Municipal Code, this letter is hereby submitted as a Pad Certification for Lakewood Living Trust, 2551 San Elijo Ave. Cardiff, CA 92007, PROJECT NO. 11 -988 AND GRADING PERMIT NUMBER 1o889 -G. As the Engineer of Record for the subject project, I hereby state all rough grading for this house basement has been completed in conformance with the approved plans and requirements of the City of Encinitas, Codes and Standards. 23.24.310 (B). The following list provides the pad elevations as field verified by West Surveying & Mapping, Chad Lansberry, Surveyor and shown on the approved grading plans: Pad Elevation Pad Elevation Lot No. Per Plan Per field measurement Basement +48.00' +48.1o' 23.24.310 (B)1. Construction of line and grade for all engineered drainage devices and /or retaining walls have been field verified and are in substantial conformance with the subject grading plans. 23.24.310 (B)5. The location and inclination of all manufactured slopes have been field verified and are in substantial conformance with the subject grading plans. 23.24.310 (B)6. The construction of earthen berms (if any) and positive building pad drainage have been field verified and are in substantial conformance with the subject grading plans. Robert M. Pride, LLC Page 1 13203 Holmes Point Drive NE Kirkland, WA 98034 Please call me if there are any questions. dist: Mr. Randolph A. Cherewick Lakewood Construction P. O. Box 12648 Mill Creek, WA 98082 rmp: CherewickResq Robert M. Pride Page 2 13203 1 lolmes Point Drive NL Kirkland, WA 98034 RINCON GEOSCIENCE INC. REPORT OF FIELD OBSERVATIONS Prof. No. Client t, 1, 1 Field Eng/Geol. � Rep. Address In, 7 K I (k ec,E" Date 1, Z 7, 1 Z Da Received: Copy Sent to Client [ i Continued Next Page ( I Page of RINCON GEOSCIENCE INC. REPORT OF FIELD OBSERVATIONS Prof. No. I I - I - ! Client C L Field Eng/Geol. Rep. d Address I Date -L, I(/ • 17- Day M o n acl,w, Per wtr� 1aR89 -G W, Received: Copy Sent to Client [ I Continued Next Page [ I Page of Robert M. Pride, LLC Cnncnitino Fnoinn r July 9, 2012 City of Encinitas Engineering Service Permits 505 South Vulcan Avenue Encinitas, CA 92024 Re: Final Compacted Fill Report Project No. 11 -988 and Grading Permit s 1o889 -G 167 Kilkenny Drive (aka 2551 San Elijo Avenue) Cardiff, CA 92007 RMP Project No. 11- 128-02 To Whom it Concerns, This report summarizes the results of our site inspections and the backfill testing performed by Southern California Soil & Testing (SCSI) in connection with the new residence at 167 Kilkenny Drive in Cardiff. As the Engineer of Record for the subject project, I hereby state all backfill placement and soils compaction for the house basement retaining walls and the front crib walls has been completed in conformance with the approved plans and requirements of the City of Encinitas, Codes and Standards. Placement of the retaining wall backfill soils was performed in 9 to 12 inch lifts and these soils were compacted using a vibratory plate tamper. Field density tests were performed by SCST technicians who prepared field memos summarizing the results of their density testing. These field memos have been previously submitted to the City for their review. The attached Drawing No. 1— Site Plan — shows the limits of the backfill placement against the basement retaining walls and the crib walls on the front of the property. On the basis of the field test data and our onsite field inspections, it is our opinion that the backfill soils have been properly compacted in accordance with our geotechnical recommendations provided in our previous reports. Respectfully, Robert M. Pride, P. E. Principal Geotechnical Engineer 'i-0, -y2 dist: (2) Mr. Randolph A. Cherewick Lakewood Construction nnp: CherewickResl3 V No. 00697 a -'x-13 a Robert M. Pride, LLC Page 1 13203 Holmes Point Drive NE Kirkland, WA 98034 1EC, SOUTHERN CALIFORNIA 7 " SOIL &TESTING, INC. • �-F i DAILY FIELD REPORT Project Title ` 1 e y Job Ny Z/ Q L Project Location C/�' _ Date ( -. 2i — / Z Project Engineer Field Tech N General /Sub contractor (M� � Foreman T Observation / Testing of i pi L(— Equipment! Method of Compaction A Time Charged Description of Work Inspected: LYC N LCa A /�✓i l�+�i CrN T� O .2EE L-p ra w aJ A-GL L-O c.�o -v' o TAT -k No Test Location Elevation Or Depth Dry Densit Percent Moisture Mawmum Density Relative Compaction F it o p GaJ L Tachniaans Si naWr _ *Authorized SNmsture Tile Date scsrTMm 10 y v I. SOUTHERN CALIFORNIA SOIL &TESTING, INC. 0 6� • DAILY FIELD REPORT Project Title rL Y Job No. ��Q Z Project Location Date Q — / Z Project Engineer Field Tech E General /Sub contrac tor W(, a. Foreman Observation / Testing of Equipment / Method of Compaction True Charged Dears Ion of work Ins O Gg� E l.� IJ�E• r IF�A r LG L L 1✓(::e4t r- ro No Test Location Elevation Or Depth Dry Density Percent Moisture Maximum Densi Relative Compaction F llem� be addreglied at next 6 VISIT Techn,oacs S aure tu 'Aumonzea Sae iC `ia s e — e� Datm sm.r roa.. iaa 4 GF G_ SOUTHERN CALIFORNIA �" SOIL &TESTING, INC. DAILY FIELD REPORT Project Tore 6 C T D Project Location Date/r3 — 40" Project Engineer , f Fte4dTech/lr General/ Sub contractor F c f N Observation I Testing of G C Equipment I Method of Compaction ,y Q Eri '?O a.. cwn Time Charged a Qs Description of Work Inspected: �) ®/r T C 5c& pir eel / '- � — 6 (J ` G S /J O d'b � fro clgi o,.s 4,,7 covLee-Z, 4 So o rry av o,= ��► Gc >E� / zl I i V to / v o � No Test Location Elevation Or Depth Dry De nsi Percent Moisture Maximum Densi Relative Compaction F eft S7 cc r o .?- /Jf , i C ✓ _' O .O OL D item Mid Technicians Sionatura {/r `L � / Date /-"3/— 'AUepn naWn _ _Title __ _" Deb rmiis nw II SOUTHERN CALIFORNIA SOIL & TESTING, INC. DAILY FIELD REPORT Project Title 141 71 I t Job No 1! I V Project Location Date Project Engineer Field Tech General/ Sub contractor 'p „f Foreman Observation / Testing of {, I I Equipment / Method of Compaction -nme Charged Z (Ol.i Desch lion of W(o`rk Inspected. YP Y io O / -2 . aC.rt `- V M S C Zt f fo v 1 l s !+' r r i9d D e. -ie 1gkKW r '? No es[ Locaton Elevation Or Depth Dry Density Percent Moisture Maximum Density Relative Compaction F E 1 r/l.m /z �Y Yicz Technicians Signature ' R isnahon No Date 'Autlhor¢ee Signature - True _ Date • �r • DAILY WORK REPORT JOB NA 1 67 4[1L.ICENNV J B NO.: z . 0 2I DATE- 7 3 . 12 TECH: J IC_" ri LOCATION: EN C1N 1Tgg 1 Lq�CEN OOO HOURS: 2 O WEATHER: a No. TEST LOCATION ELEVATION OR DEPTH DRY DENSITY PERCENT MOISTURE MAXIMUM DENSITY RELATIVE COMPACTION ew 16 CA,3T u @N C 1� OC WALL o SO — 1 0 1 v Z 8 9 93, 4 w n W Cs7- @CT1J @N r316LOC1L we1�- O 6 `� - o z 14 6 92.-7 COMMENTS: oN s1 *c As Sc EOU LEO r oB5�3vc �i ¢�Tww1.lG Y 4/q L1 60C1GF1..� Fll.l_ �Q01..1 NT ur 10 TOP OG' Cgs^T qJG ..ir�ci C21�L0 G1L. - /aa_u5. FILL PQGCCO TG`+T Pp 'TE S>-S vEQFO@.rIED 8031+476 - Q SOUTHERN CALIFORNIA ' SOIL d TESTING, INC. •� P.O. BOX 600627 SAN DIEGO, CA 92160 -0627 619 250 4321 877.215.4321 SOUTHERN CALIFORNIA SOIL & TESTING, INC. DAILY FIELD REPORT Project Title 161 IGIL.IGENIVY natvtr Job No. j21 OZ1 Project Location CAaMjr -P Date L4 ,Q, Z. Project Engineer rmAa° =r C- Fieltl Tech ,JCQR.OD iL General / Sub contractor T'VM Foreman Observation f Testing of wALA- ftAGLP-ILL Equipment / Method of Compectbn WACi4f -w-s (2 , -IYACii. 0WOMC_ ATV u05E Time Charged 2 .O Deem tion of work Inspected: y 5; •.d A, -1. AS :iG i-1EDL.i' —O -C -'E3T C01�7°AC^501J OP WALT �'] ILFi6 -L . Z nF F'i LL_ Pi..ACEL'] A..tt7 [_Or'i ?ALTO 1a5.100� 'TE A1ZQ1'JAL- 1�irL. PQ.C)�'Sv""O T�Cii –iT iPp 'T}�g—;`r•" 1�T�Q —'117 Le :�:.. ��T'1 .J CA!) No. Test Location Elevation Or De th Dry Density Peroent Moisture Maximum Density Relative Compaction F "Z6 � 68 0.-t 11.b V, e.4 93 1 awZI b6o o.3 11 9 92.8 6-11; •.2.0 110.9 94.Z bey '3 z 93.6 .o>= 61 y 1, S. 6 15, 3 95. chnicians S "wra Technicians R iwation No. 90344'T� -EC Dery 4.19.12 Signature : role Data SOUTHERN CALIFORNIA SOIL &TESTING, INC. DAILY FIELD REPORT Project Ttie $(09 IGILIGCWIJY Job No 1'L i r O L i Project Location CAC01F�C Date y . LO I? Project Engineer 6AcLjz.L T 00 j General /Subcontractor TVO Foreman ObservatbnlTestingof VALL. C3^C=k FILL Equipment/ Method of Congaction'iRAGiL Time Charged 2 . O Devi on of Work inspected: CNCOULCC 'Tp Or�TAL'T ti 1= vAIL 13ACI4JF161� �1&0 7°Ia.00E56EC� F'ry..1� P' AGCD 1ti 6� L: COrPAGTO�I 'Or"1F°L�1"EO ISY VACIrS� A"C3 D L 4r - nzgG:t s+e.�+*+�c ..• t =u:..� c..icir�r, esc;�FIL� - �G:+-r u..Iri��ar. -rG i P:O -E5"'S r'�iZCp17J -1C� N Bi5u�-5 Y't%ETI. -IIo ..i00 3.�ECS. No Test Location Elevation Or Depth Dry Density Percent Moisture Maximum Densi Relative Com action F ¢war %4. 6.=C vAw (r 7S 1.y .y ic.Y t +18.5 46 'L (p�� 3 _y.aE v,,,z -� L' 3.e .c.4 45.o 3� '4A. c.o 56 4 Technicians Si re Regisb tftl4o. 03i'il C Date 4 20. i2 'S,nM,eO S- nature Dee, eca• *mar,,no SOUTHERN CALIFORNIA SOIL &TESTING, INC. • Cr 0 DAILY FIELD REPORT Project Title i4l IGIL"1tE1JMY p1z1VE. Job No. 1 L I 1 O 21 Project Location CAO.DiRF Date ti. 23 . IL Project Engineer GA2.W.E:-r r Field Tech JC2.20O iL General/ Sub contractor TVQ Foreman Observation /Testing of WAI..i_ bAC1Gw-l1 Equipment / Method of Compaction .S;LiO S-Ti@.. 'JAULGQ.. / t..i y0 1-iobE Time Charged 2 . O Description of Work Inspected, 1J A r, S TtJ "'TES: 'O:'7P CT:6u Mipr V - .GF'iW O rt3��EfaScO 'i -'16i� P:1.Cti0 ..� b ui —"'.a CGt1P.AG COr�p+�.E'sTO Mv, vACtctsty At.tC] Si i;:3 Ss -'rLEB v 'r my 12..IC1GC17 sECC�2"'S 5dT .'- AC- ^atiY, bAt�IG�ILL ? SE1� T1Cr: -i"r ? LJ.�:`�IEi..�:JCr .PO ZCST$ t °�1Z.k= 011110 W ��9�h��� r"'1�ST5�1B JU23 S?SL'S No. Test Location Elevation Or Depth Dry Density Percent Moisture Maximum Density Relative Compaction F ¢W 93 %9 .ry.p ,r.O i i18.9 95.Y 1 2. i 5 0. 'L 94.3 LW-U bbd 1.0.-1 tote 93.1 big •4.4 /..3 9L.2 gkh C3 - b.3 ew 60 3.i C.S 95.i Tecnniciane s' rteWre Re letreecn No. 90J1911117 - CC Dets N . 23 i 2 / 'Authorized nature Title Data ='w �r SOIL&T SOUTHERN STING,FORNIA DAILY FIELD REPORT SOIL &TESTING, INC. Project Title 161 W iL ej=6jv`I DfZNE Job No. t Z, r O L l Project Location CAWMTWW Date 6q, Z 4 . 12 Project Engineer r.A LMAC-,-r• W- Field Tech JE2.¢.t30 1L General / Sub contractor -7,40 Foreman Observation 1 Testing of wALL IhACtGCYI -i Equipment / Method of Compaction 51GID , OA=W-" 0V- W/sr-+ WAClc. (Z ) �+ao r-roSE Tlme Charged 2-0 DwripfiDn of work Inspected: r-rL w A.,. A5 SC.-tEC21-lLI —M To oe'S=w -V! TEST - �t WALL. D.e cKFt1,1.. " o P¢.OGE%aC® F"1 mot.. -ACED r.l 4-6' COnPACI"t0 COr"rPL OY x./AC1LE @5 A..iO S.uO vas rEE2 v CL{..L bUCIC.L'T . �ACIGFILL_ Pt7�0 � "'r't t-r'T IPD PEO.CO2r"'rC0 �-/ QESLJ✓_�rS r"I�Tr.J rC JOb S:'ECS. No Test Location Elevation 01 Depth Dry Density Percent Moisture Maximum Density Relative Com action F Q 105 t IS. (e r r .'L 105 rt3.0 re.$ W TechrYaeriaSigriature RegWItnitanNo. 60344716-11CG Deb 4.24.IY. •A.utllodxed So nature roe Date _ pCM pIM)10 SOUTHERN CALIFORNIA SOIL &TESTING,INC. • `* DAILY FIELD REPORT Project Tide 167 lZiLw -V► .K W1Wtz Job No. 12 r r 021 Project Location CwyprFF Date 4.25.12 Project Engineer 6AR2c7T r F. Field Tech JER¢oC3 IL General /Subcontractor Tvo Foreman Observation / Testing of yW^ y GACIGF L1 Equipment/ Method of Compaction SK,n S"f'EEta_ r NACtCEQ- r-+a0 HoSC Time Charged z -a Description of work In " A T a O1"'rPAC'r� O.J Cw- v^LL.. 6ACfGPILL . u O PQOC EriSEO EK.L. ry 4 — 1 Cor1PP.LTO Cone Gv St -O $T662 �.+ RttL.L GUCYSir Ago wAG1GEQ_. GACrc�rr..w P20PiEP 'T tao-+T rP0 TE5"s'S PEQJ< QJ�EO 'w ¢ESut. -'c5 "rFJ,i 't.+Cs JOG SPECS. No Teat Location Elevation Or Depth Dry Density Percent Moisture Maximum Dansi ty Relative Compaction F gw44 is of w ^ti 62 106,9 r o. 0 1 t r 3.9 91.6 WE 62 1 r2.3 5.7 94.&1 63 rr3.7 lo.4 95.6 7 63% 109.2 10.6 41.8 64 09.4 9,9 42.0 Technicians Si neWre RegistrabonNo. 6034416 — EG Date 4 . 2S . rL 'Auewrixed Sin alum TPIe Date Rw KU SOUTHERN CALIFORNIA SOIL &TESTING,INC. . �.,._..,w,..r,... do 9 Cr DAILY FIELD REPORT Project Tme 1 b N Z Job No 21 I 0z 1 Project Location Date H . Z,.. 2 Project Engineer Field Tech E General / Sub contractor \J 0 Foremen Observation I Testing of 4JA WL i3i4cAL FXa, . Equipment! Method of Compaction lkj�o S AC fiC Q o Time Charged . D Descd eon of Work Inspected -. iO /� Ld.. GL .LLL TkA a To n AN t^Jf •! .5k2 Q WS N FULL 6t1L/c ET" A N0 .W#C� ke)e, L�r"u t No. Test Location Elevation Dry Density nsi Percent Moisture Maximum Dens Relative Compaction F SEE 4.WLLSo�1 S.e S /0. -#t- ! .S D 126, 11 ?• s 111 1 L g q. 6 Tecnn clang S amture Realstrallon No. _ Dale •AL,OorizW Slonalum Title Date xu-m w.. 1.10 &SOUTHERN CALIFORNIA SOIL &TESTING, INC. 0 C-f • DAILY FIELD REPORT �- �. �� ■ •• .ice ! �'�. r� .a. wRegl�bcn No. Date Tam Date SOUTHERN CALIFORNIA SOIL &TESTING, INC. � w(nnbaSm /I,.YUUNU.MU15u'. cr is DAILY FIELD REPORT Project Title 16'7 W - I v ^•NY Job No. 1 2 r r 021 Project Location C4,V=jwW Date 4. 30. 12. Project Engineer GA i uL2 r-*-T F- fieltl Tech serer 1c General I Sub wntraclor Tvp Foreman Observation / Testing of VALl &ACIGF'ILL Equipment / Method of Compaction Tme Charged 2.6 Description of Work Inspected: Sl—M 5r4 ^• ". AS ="WC3LILCI3 'TO TEST 1_Or1PpCt"{ CWr %JALL 7S4CYJlL.L atLL 1rr L4W Tb TOP OF LJ 1 1-o w L_ naE'r'wG X06 S No. Test Location Elevation Or Depth Dry Density Percent Moisture Maximum Density Relative Compaction F 111.3 to.i 119.9 93 11 107.8 10.7 92. 11 112.4 to.* 94.9 Technicians !nattum! R ist2[ion No. Date - Authoraed Title Date ran mw. r.la ro (D ro z O NOT MENT) NO. p1N M2: %WANWLI I I- fLn ft' 5 PROPER UNE S 30'27'30' E 20�37' oi.I7 AVERS 5� EL .yqs Lp • 2' SLOPE HIM (TYPll 46+, r 7 495rk MM*V Mj A 56• HIVE loNGRFTE STAIRS FOR FJQE ACZE95 50 LF SOLDIER PILE RET. WALL APN 261-142-16 8M MI TT C-ORICR A^1 261-142-* -130 c'm RET. WALL -o' (M CRI K (OR EWAL) WT. WALL GRADING It DRAINAGE PLAN SCALE, V-10--O" AREA OF BACKFILL ANV 7F TOP FLOOR JATION CIA PROPOSED 114 - I;;. za VROATION WALLS VRA M PERMIT PAT p1N M2: %WANWLI I I- fLn ft' 5 PROPER UNE S 30'27'30' E 20�37' oi.I7 AVERS 5� EL .yqs Lp • 2' SLOPE HIM (TYPll 46+, r 7 495rk MM*V Mj A 56• HIVE loNGRFTE STAIRS FOR FJQE ACZE95 50 LF SOLDIER PILE RET. WALL APN 261-142-16 8M MI TT C-ORICR A^1 261-142-* -130 c'm RET. WALL -o' (M CRI K (OR EWAL) WT. WALL GRADING It DRAINAGE PLAN SCALE, V-10--O" AREA OF BACKFILL ANV ,'COMPACTION TO 95 FILLS PROPOSED MAXIMUM 14 FEET; CA TESTING DID ALL OF THE RKIDENCE ?0 NISPECTIONS. PER THE REPORTS Ta� DNA SENT BY EMAIL I 3493 5F TIC+VrL 1) TO PAD� EL F •6'1.75• I RV! IVE FF EL k NOTE. NO TEHPO#ZAR SHORING iSi NISLE95ARY. EEL SITE PERMITS .916 WI'MD: 2% WALLS PROPOSED 5IN6LE FAMILY RE51DENCE 1W SASE"!P" PR POSED PER SEPARATE PWMT PAD EL . TOP FF EL = !i-T' 1 DRIVEWAY` E'er �OT SVW PjApp 19 OARA&E i0 if6 .603, rpF T1' MIN, TO EmNlenky m . 44.5' p1N M2: %WANWLI I I- fLn ft' 5 PROPER UNE S 30'27'30' E 20�37' oi.I7 AVERS 5� EL .yqs Lp • 2' SLOPE HIM (TYPll 46+, r 7 495rk MM*V Mj A 56• HIVE loNGRFTE STAIRS FOR FJQE ACZE95 50 LF SOLDIER PILE RET. WALL APN 261-142-16 8M MI TT C-ORICR A^1 261-142-* -130 c'm RET. WALL -o' (M CRI K (OR EWAL) WT. WALL GRADING It DRAINAGE PLAN SCALE, V-10--O" 01 Robert M. Pride, LLC February 7, 2012 City of Encinitas Engineering Service Permits 505 South Vulcan Avenue Encinitas, CA 92024 Re: Interim Geotechnical Rep•' Project No. 11-988 Grading Permit #10889 -G 167 Kilkenny Drive (aka 2551 San Elijo Ave) Cardiff, California 92007 RMP Project No. 11- 128 -02 To Whom it Concerns, 7onsuiung Lngmeer L' FEB 08 2012 ENGINEERING SERVICES This report confirms that field inspections were made by our engineering geologist for the soil and bedrock conditions that were encountered behind walls 1 through 5 for the basement retaining walls below the main residence. Vertical excavations were made into the very dense /hard Del Mar formational materials that were exposed in these cuts that were 10 to 14 feet in height. All of the upper terrace soils above the vertical cuts were laid back at a 1H:1V slope with heights ranging from 4 to 6 feet. We recommended that the terrace materials exposed in the upper slopes be covered with plastic sheeting to provide for rain protection. On the basis of the field inspections made by our engineering geologist and confirmation of the exposed bedrock and terrace materials behind the basement walls, we have approved the temporary excavations as constructed. Copies of the field reports are attached. Please call me if there are any questions. U Robert M. Pride, P. E. Principal Civil /Geotechnieal Engineer dist: Mr. Randolph A. Cherewick Lakewood Construction rmp: CherewickResn Robert M. Pride, LLC Page 1 13203 Holmes Point Drive NE Kirkland, WA 98034 RINCON GEOSCIENCE INC. REPORT OF FIELD OBSERVATIONS Proj. No. Client C k a h,io It s tg Field Eng/Geol. Rep A /�a 7 i lk ,« Date • Z Received: Copy Sent to Client [ ] Continued Next Page I I Page of U RINCON GEOSCIENCE INC. REPORT OF FIELD OBSERVATIONS Proj. No. 11-in- 1041 Client ( C G Field Eng/Geol. 9,Z&41 Rep. Zwdr, 14 Address ! & 7 K Date I - ! Z Day 0 Irl r e if OR - VMW w SEW 1. 2� 6TW r�ru� Iru r!r !�iir rs' . VMW w SEW 1. J Received: Copy Sent to Client [ I Continued Next Page [ ] Page of Robert M. Pride, LLC Consulting Engineer May 24, 2011 Mr. Randolph A. Cherewick Lakewood Construction P. O. Box 12648 Mill Creek, WA 98082 Re: Geotechnical Recommendations Proposed Retaining Wall 167 Kilkenny Drive Encinitas, California RMP Project No. 11-128-02 Dear Mr. Cherewick, U �otio OCT A a n FiING SFRV This report presents the results of our geotechnical analysis of the residential property located at 167 Kilkenny Drive in Encinitas. We have reviewed the original geotechnical report for this site and have conducted a supplemental subsurface investigation to confirm the bedrock conditions that will be supported by proposed soldier pile walls around the basement area of the new residence. It is understood that a basement level excavation will be made approximately 16 to 20 feet below existing grade that will require lateral support with the soldier pile walls during construction of the new retaining walls. Our recent field exploration along the southerly side of the property encountered an upper layer of loose to medium dense topsoil underlain by dense /stiff bedrock. This bedrock consisted of claystone and siltstone that was competent for temporary sloped excavations that will be required in combination with the proposed soldier pile walls. Based on our recent field investigation the following design criteria was developed for the structural design of the soldier pile walls and the temporary slope cuts: Active earth pressure — use 40 pd for temporary conditions and 50 pcf for permanent wall design; for seismic design it is recommended that 6H be used against basement walls; Passive earth pressure — use Soo pcf on the base of the drilled piles acting on 2.5 pile diameters; Bearing capacity for basement footings — use 4000 psf for footings wider than 2 feet; Tieback anchors — use 1500 psf for friction value around the perimeter of the drilled anchors; On the basis of our plan review of the Lucia Engineering drawings dated May 23, 2011 Robert M. Pride, LLC Page 1 13203 Holmes Point Drive NE Kirkland, WA 98034 and our discussions with the structural engineer, it is our opinion that the soldier pile and foundation design is in accordance with our geotechnical recommendations. Please call if there are any questions. Respectfully, Robert M. Pride, P. E. Principal Geotechnical Engineer dist: (2) Addressee rmp: CherewickWa112 w' k Robert M. Pride Page 2 13203 Holmes Point Drive NE Kirkland, WA 98034 Robert M. Pride, LLC Consulting Engineer August 1, 2olr Mr. Randolph A. Cherewick Lakewood Construction P. O. Box 12648 Mill Creek, WA 98082 Re: GeotecWcal Recommendations Proposed Residence 167 Kilkenny Drive Encinitas, California RMP Project No. 11- 128 -02 Dear Mr. Cherewick, OCT 18 20110 II This report provides additional substantiating information concerning the proposed grading plans that were completed under my direction. These plans were prepared by your draftsperson who developed the foundation and grading plans as required by the City of Encinitas building department. He made the recommended plan changes along with the City required revisions per the "redlines." In addition we performed supplementary site explorations to confirm subsurface soil and bedrock conditions in support of the recommendations for foundation and retaining wall designs. During my discussions with Masih Maher I indicated that I did not prepare the small sight line schematic as shown on Drawing No. 1o889 -G. While I reviewed this plot plan I did not comment on it in my report since CalTrans does not have oversight on urban driveways, and the Encinitas traffic engineer approved the sight line distance during a previous planning commission hearing. These notes are on the plans that were prepared under my direction. Three test pit excavations were performed under the direction of Gary Butler, CEG who documented subsoil and bedrock conditions earlier this year. Summary logs of those test pits are attached along with a cross section through the site that shows the actual bedrock profile. Based on the presence of the bedrock at relatively shallow depths the revised active earth pressure of 25 pcf was used in the redesign of the basement retaining walls. Please call if there are any questions. Robert M. Pride, P. E., G. E. Principal Geotechnical Engineer dist: (2) Addressee M ,L rmp: CherewickWal14 Robert M. Pride, LLC Page 1 13203 Holmes Point Drive NE Kirkland, WA 98034 � I v s p I - � I I tl's�rs wuRm P °' R'R• ^A i av � �•2 a° I 1 >, o % 1 I I I T O SITE SECTION @ CENTER OF e2ec SON A- 7y 0 o' e� b �s o: ►r p n Robert M. Pride, LLC Consulting Engineer August 20, 2011 Mr. Randolph A. Cherewick Lakewood Construction - U P. O. Box 12648 Mill Creek, WA 98o82 U LI OCT 1 8 2010 Re: Geotechnical Recommendation l Proposed Residence - — - - - San Elijo Avenue Encinitas, California RMP Project No. 11- 128 -02 Dear Mr. Cherewick, This report is in response to recommendations made by the City of Encinitas regarding your residential property on the northwesterly side of San Elijo Avenue. We have completed two deep test borings to confirm subsurface soil and bedrock conditions, and have performed stability analyses for the proposed temporary sloped excavations around the basement area. Subsurface Conditions The two test borings were drilled to depths of 5o and 55 feet below existing grades, and they extended down 20 feet below the proposed basement level of elevation 41 feet. These test borings were drilled by Pacific Drilling using a track- mounted auger drill. Samples were obtained with an SPT drive tube that measured blow counts as recorded on the boring logs. These values were used to establish temporary slope stability conditions during construction of the basement retaining walls. My engineering geologist Gary Butler, CEG monitored the test drilling and sampling, and recorded the subsurface soil and bedrock conditions on August 16, 2011. Locations of these two borings are shown on the attached Site Plan - drawing No. 1, and the boring summary logs are in Appendix A. A geologic cross section was developed for this site based on the test borings and prior subsurface information obtained from the adjacent property to the north. This section is shown on Drawing No. 2. The upper five feet of onsite soils consisted of medium dense silty sand fill that contained scattered gravel. Below the fill layer were Terrace deposits classified as silty sand and they extended down to elevation 54 to 55 feet. SPT blow counts ranged from 11 to 26 as recorded on the summary logs. Bedrock of the Del Mar formation was encountered at the base of the terrace deposits, and extended down to the bottom of the test borings. Blow counts in the bedrock that was predominantly sandstone ranged from 5o blows for 12 inches to well over loo blows. The bedrock consisted of stiff siltstone and very dense to hard sandstone with siltstone interbeds that is characteristic of this Del Mar formation. Groundwater was not encountered in either test boring. Robert M. Pride, LLC Page 1 13203 Holmes Point Drive NE Kirkland, WA 98034 Proposed Site Excavation It is understood that the soldier pile wall along the easterly side of the basement will be installed before any excavation is made onsite. These drilled piles will extend 20 feet below the basement level and will provide temporary support for that section of the basement wall. When the soldier pile wall has been completed then the basement excavation will proceed down to elevation 41 feet and the basement floor slab will be immediately installed for additional lateral support for the piles. Temporary side slope excavations will be made on the north, west and south sides of the basement level that will expose the upper terrace deposits and the underlying Del Mar bedrock formation. We are recommending that the upper 12 to 15 feet of the terrace deposits be excavated at a iH:1V slope and the siltstone /sandstone bedrock be excavated at a 1/2H: 1V slope as shown in Section A -A. Stability analyses were performed for the temporary sloped excavations to determine factors of safety for these proposed side slopes. The following soil strength values were used: Fill /Terrace Deposits: y = 120 pcf; cp = 36 °; c = o psf; Del Mar Formation: y = 140 pcf; tp = 40 °; c = 500 psf; Based on the results of the test drilling and sample analysis the following factors of safety were calculated for the proposed temporary slope excavations: Overall gross stability for the 30 foot high temporary slope calculated at a factor of safety of 1.3; the upper fill/terrace formation had a factor of safety of 1.2. It is recommended that during the winter months the upper fill /terrace slopes be covered with plastic sheeting to prevent rainfall saturation and raveling of these granular soils. As previously recommended we will be providing onsite inspection services during drilling of the soldier piles as well as making observations of the temporary slope excavations. We will provide field memos for submittal to the City of Encinitas for their engineering review. Please call me if there are any questions. Robert M. Pride, P. E., G. E. Principal Geotechnical Engineer dist: (2) Addressee encl: Drawings i and 2 rmp: CherewickWallS Robert M. Pride Page 2 13203 Holmes Point Drive NE Kirkland, WA 98034 APPENDIX A SUMMARY LOGS OF TEST BORINGS Proposed Lakewood Residence Robert M. Pride Page 3 13203 Holmes Point Drive NE Kirkland, WA 98034 V y Y' li'N 20� SITE PLAN Proposed Cherewick Residence Project No. 11- 128-02 San Elijo Avenue Encinitas, California Drawing No. 1 Robert M. Pride LLC Consulting Engineer I-1�Ci fib 3� I�CL A4 z-\-)4 ^$ W A ti FT, il V, i N a 1 CROSS SECTION 0 _ c o .I Proposed Cherewick Residence Project No. 11 -128 -02 San Elijo Avenue Encinitas, California Drawing No. 2 Robert M. Pride I.LC Consulting Engine r August2011 Project No. 11 -10 -1021 LOG OF DRILL HOLE NO. DH -1 St Michel Residence 167 Kilkenny Street Encinitas. California O w c � E Z E rn 3 E rn fV f ? R a° E rn u c7 Dascriptan wy p o u ppw ae w Q Np g aR j — Q. g P N a 0 Fill (an Silty Sand (SM) light brown (10YR 516), dry, fine to medium scattered gravel 1 2 3 4 5 1 SPT 11 TERRACE DEPOSTF (q): Silty SAND (SM). medium dense, strong brovm (7 5YR 5!6), moist fine to medium, minor cabum 6 carbonate 7 8 9 pd 10 2 SPT 23 28' medium dense, minor carbon flecks, scattered slltstore fragments 11 12 13 14 15 3 SPT 86 BEDROCK. DEL MAR FORMATION (0d m): SANDSTONE. moderately weatherod. poMy indwal ed. lVw hardness. pale 16 olive (5Y 614), moist thinly bedded, scattered thin beds of siltsione. minor iron oxidation staining, minor manganese 17 staining. fire to medium 16 19 Total depth of drill hole: 50.5 feet Depth to groundwater. N.E. Backfilled with cuttings: 8 -16 -11 Drilling date: 8 -16 -11 Drilling Method. Hollow Stem Auger Driller: Pacific Drilling Logged by GButler Checked by: GButler RINCON GEOSCIENCE INC. Page 1 of 1 August2011 Project No. 11 -10 -1021 LOG OF DRILL HOLE NO. DH -1 St. Michel Residence 167 Kilkenny Street Encinitas, California _ W O E V N $ V 0 rv_ A if E L 0 Description � O 0 V ag ° q J to 3e ♦� a Ul v y m r 0 20 4 SPT 90 BEDROCK DEL MAR FORMATION (OAm) SANDSTONE corrtinued 20 hne to med.um, minor coarse sand 21 22 23 24 25 25' mottled red (2 5YR 4I6) and pale olive (5Y 6M) 26 27 28 29 40 30 5 SPT 91110" 31 32 33 34 35 36 37 38 39 Total depth of drill hole: 50.5 feet Depth to groundwater. N.E. Backhlled with cuttings: 8 -16 -11 Drilling date. 8 -16 -11 Drilling Method. Hollow Stem Auger Driller: Pacific Drilling Logged by GButler Checked by GButler RINCON GEOSCIENCE INC. Page 1 of 1 August 2011 Project No 11 -10 -1021 LOG OF DRILL HOLE NO. DH -1 St. Michel Residence 167 Kilkenny Street Encinitas, California Y w L n g E 2 E E rn $ F- E S to ry N a e a $ E tj Description Z, p m `o Y V T O % o¢ C - a L N O 7�O 40 6 SET 7719" BEDROCK DEL MAR FORMATION (Odm) SANDSTONE continued 41 42 43 44 45 46 47 48 49 50 7 SET 50/4" 51 NOTES 1.) Total depth of drill hole: 50.5', due to refusal 52 2.) No caving 3J Groundwater not encountered 53 4) Drill hole baWlled with Cuttings 8-16-11 54 55 56 57 58 59 Total depth of drill hole. 50.5 feet Depth to groundwater: N.E. Backfilled with cuttings: 8 -16 -11 Dnlling date. 8 -16 -11 Drilling Method: Hollow Stem Auger Driller Pacific Drilling Logged by GButler Checked by. GButler RINCON GEOSCIENCE INC. Page 1 of 1 August2011 Project No 11 -10 -1021 LOG OF DRILL HOLE NO. DH -2 St. Michel Residence 167 Kilkenny Street Encinitas, California Total depth of drill hole. 55.5 feel Depth to groundwater. N.E. Backfilled with cuttings. 8 -16-11 Drilling date: 8 -16 -11 RINCON GEOSCIENCE INC. Drilling Method. Hollow Stern Auger Driller: Pacific Drilling Logged by GButler Checked by: GButler Page 1 of 1 N N a[ aTz E C $ E o 5 E E � Z f 4 N U a > £ E E ° C wa in Description Cl 0 Fill (an Silty Sand (SM) light brown (10YR 516). dry to medium. scattered gravel 1 2 3 4 5 1 SPT 14 TERRACE DEPOSIT (Of). Silty SAND (SM)'. medium deme, brown (7.5YR 5Ti). moist, fine to medium, mina calwm 6 carbonate 7 8 9 55 10 2 SPT 26 28' medium dense 11 BEDROCK. DEL MAR FORMATION (Odm). SILTSTONE. 12 moderately weathered, poorty indurated, low hardness, gray brown (2 5Y 52), moist, thinly bedded, scattered thin beds of 13 sandstone. minor iron oxidation staining, minor manganese oxidation staining 14 15 3 SPT 26 16 17 18 19 Total depth of drill hole. 55.5 feel Depth to groundwater. N.E. Backfilled with cuttings. 8 -16-11 Drilling date: 8 -16 -11 RINCON GEOSCIENCE INC. Drilling Method. Hollow Stern Auger Driller: Pacific Drilling Logged by GButler Checked by: GButler Page 1 of 1 August 2011 Project No. 11 -10 -1021 LOG OF DRILL HOLE NO. DH -2 St Michel Residence 167 Kilkenny Street Encinitas, California c o m W m° O E ? Z q A h $ F m y � c tY c m o. E C7 0 Deacrglwn r p 3 2" 4 m a de at q a < u! t 20 4 SPT 53 BEDROCK DEL MAR FORMATION (Odm) SANDSTONE continued 20 slight ina ase in iron and manganese oxidation 21 staining 22 23 24 25 26 27 28 29 3S30 5 SPT 64110' 30' minor red brown sandstone mGusions 31 32 33 34 35 36 37 38 39 Total depth of drill hole: 50.5 feet Depth to groundwater. N E. Backfilled with cuttings 8 -16 -11 Drilling date: 8 -16 -11 Drilling Method Hollow Stem Auger Driller: Pacific Drilling Logged by GButler Checked by GButler RINCON GEOSCIENCE INC. Page 1 of 1 August 2011 Project No 11.10 -1021 LOG OF DRILL HOLE NO. DH -2 St Michel Residence 167 Kilkenny Street Encinitas, California c i w n E 2 E n g 1- E i ry a B E m Description s p o V Y u) g n of c c �j 40 6 SPT 50/5- BEDROCK. DEL MAR FORMATION (Odm) SANDSTONE continued 40' mottled red brown and gray brown 41 42 43 44 45 46 47 48 49 S 50 7 SPT 50!5- 51 52 53 54 55 8 SPT 50/6' NOTES 56 1 1 Total depth of dnll hole 55 5'. due to refusal 2) No caving 57 3.) Groundwater not encountered 4.) Drill hole baafilled win cuttings 8 -16-11 58 59 Total depth of drill hole 50.5 feet Depth to groundwater N E Backfilled with cuttings. 8 -16 -11 Drilling date 8 -16-11 Drilling Method Hollow Stem Auger Driller Pacific Drilling Logged by GButler Checked by GButler RINCON GEOSCIENCE INC. Page 1 of 1 Proposed Site Excavatio It is understood that the soldier pile wall along the easterly side of the basement will be installed before any excavation is made onsite. These drilled piles will extend 20 feet below the basement level and will provide temporary support for that section of the basement wall. When the soldier pile wall has been completed then the basement excavation will proceed down to elevation 41 feet and the basement floor slab will be immediately installed for additional lateral support for the piles. Temporary side slope excavations will be made on the north, west and south sides of the basement level that will expose the upper terrace deposits and the underlying Del Mar bedrock formation. We are recommending that the upper 12 to 15 feet of the terrace deposits be excavated at a 1H:1V slope and the siltstone /sandstone bedrock be excavated at a 1 /2H:1V slope as shown in Section A -A. Stability analyses were performed for the temporary sloped excavations to determine factors of safety for these proposed side slopes. The following soil strength values were used: Fill/Terrace Deposits: y = 120 pcf, tp = 36 °; c = o psf; Del Mar Formation: y = 140 pcf; (� = 40% c = 500 psf; Based on the results of the test drilling and sample analysis the following factors of safety were calculated for the proposed temporary slope excavations: Overall gross stability for the 30 foot high temporary slope calculated at a factor of safety of 1.3; the upper fill/terrace formation had a factor of safety of 1.2. It is recommended that during the winter months the upper fill /terrace slopes be covered with plastic sheeting to prevent rainfall saturation and raveling of these granular soils. As previously recommended we will be providing onsite inspection services during drilling of the soldier piles as well as making observations of the temporary slope excavations. We will provide field memos for submittal to the City of Encinitas for their engineering review. Please call me if there are any questions. kG. M. Robert M. Pride P. P f � 00 O Principal Geotechnical Engineer No. 00697 * EXP.q -3011 * dist: (2) Addressee l `Gp encl: Drawings 1 and 2 n ErwN _.,.r rmp: CherewickWa1L9 Robert M. Pride Page 2 13203 Holmes Point Drive NF. Kirkland, WA 98034 Robert M. Pride, LLC Consulting Engineer September 22, 2011 Mr. Randolph A. Cherewick Lakewood Construction P. O. Box 12648 Mill Creek, WA 98082 Re: Temporary Slope Recommendations Proposed Residence 167 San Elijo Avenue Encinitas, California RMP Project No. 11- 128 -02 Dear Mr. Cherewick, This report provides revised recommendations for the temporary slope excavations around your new residence on San Elijo Avenue in Encinitas. it is understood that 18 to 20 foot high vertical cuts will be made in the claystone bedrock where these dense /hard materials will be encountered below the upper terrace deposits. Terrace deposits ranging in depth from 4 to 10 feet will be excavated back to a 1H: 1V slope down to the claystone. Structural designs prepared by Lucia Engineering include placement of reinforced shoterete against the vertical bedrock cuts immediately after the excavation has been completed. These shotcrete walls will constitute the lower section of the final basement walls, and the upper wall sections will be poured with conventional concrete. Refer to the revised plans and sections by Lucia dated September 22, 2011. Stability analysis performed on the temporary cut slopes were based on long term strength parameters as documented in my August 2oN report. For the short term conditions for excavation and immediate placement of the reinforced sbotcrete, the assumed bedrock values for cohesion can be doubled to 1.o psf. Gross factor of safety for the maximum 30 foot high temporary cut slope will be FS = 1.7. The foundation plan, grading plans and specifications have been reviewed and it has been determined that the recommendations in my soil reports are properly incorporated into the construction documents. As previously recommended we will be providing onsite inspection services during excavation for the temporary slope excavations and foundation installations. We will provi for submittal to the City of Encinitas for eir engin eview: Q�p4 l0,yA o •- �o SRS M. pa \Fy Robert M. Pride, P. E., G. E. Q No. OC697 ..r 4 No. C21086 �m Principal Geotechnical Engi * Fxo.gaio.I'� dist: (2) Addressee �0 ` a �rf Of PAI�� MD: CherewickWal16 F Robert M. Pride, UC Page 1 13203 Holmes Point Drive NE Kirkland, WA 98034 Robert M. Pride, LLC Consulting En ineer October 17, 2011 Mr. Randolph A. Cherewick Lakewood Construction P. O. Box 12648 Mill Creek, WA 98082 Re: Site Inspection Guidelines Proposed Residence — 167 San Mijo Avenue _ . — Encinitas, California RMP Project No. 11-128-02 Dear Mr. Cherewick, This letter outlines the scope of field services that will be performed during construction of the new residence on San Elijo Avenue in Encinitas. It is understood that a building and grading permit has been issued for this project, and that the City will require geotechmeal /geological inspections during excavation for the basement that will require temporary slope cuts and shoring as shown on the recently revised plans. We will perform these field inspections to cover the following areas: 1. Excavation for the ten foot high vertical cut slope will not be located near the adjacent property line, and this temporary slope will not expose soils that will be subject to sloughing or caving that will result in loss of lateral slope stability. 2. We will provide periodic field inspections to evaluate safety of the cut slopes, and will submit field memos for submittal to the City. In our opinion the proposed vertical cut will meet OSFWs requirements for safety and stability, and will not adversely impact the adjacent residential property. Please call me if there are any questions. No. 0069 " n Expl- -3o .13 F Robert M. Pride, P. E., G. E. Principal Geotechnical Engineer dist: (2) Addressee rmp: ChemwickWa07 Robert M. Pride, LLC Page 1 13203 Holmes Point Drive NE Kirkland, WA 98034 II_I I 1 Ui OCT 182010 �U EN TY OF ENCIVAS Geotechnical Investigation Proposed Residential Development Southerly Portions of 167 Kilkenny Drive Encinitas, California (A.P.N.261- 142- 17 &18) December 27, 2010 Prepared For: Mr. Randolph Cherewick 7316 Spinnaker Street Carlsbad, California 92011 Prepared By: VINJE & MIDDLETON ENGINEERING, INC. 2450 Auto Park Way Escondido, California 92029 Job #10 -147 -P (B) FNT(,TNTG'rR Job #10 -147 -P (B) December 27, 2010 Mr. Randolph Cherewick 7316 Spinnaker Street Carlsbad, California 92011 2450 Auto Ark Way Ea ndi& California 92029 -1229 Ph« (760) 743 -1214 Fu (760) 739 -0343 GEOTECHNICAL INVESTIGATION, PROPOSED RESIDENTIAL DEVELOPMENT, SOUTHERLY PORTIONS OF 167 KILKENNY DRIVE, ENCINITAS, CALIFORNIA Pursuant to your request, Vinje and Middleton Engineering, Inc. has completed the attached Geotechnical Investigation Report for the southerly portions of the property referenced above. A separate report (Job #10 -147 -P (A)) was issued for the northerly adjacent portions. The following report summarizes the results of our field investigation, including laboratory analyses and conclusions, and provides recommendations forthe proposed development as understood. From a geotechnical engineering standpoint, it is our opinion that the site is substantially suitable for the planned residential development provided the recommendations presented in this report are incorporated into the design and construction of the project. The conclusions and recommendations provided in this study are consistent with the site indicated geotechnical conditions and are intended to aid in preparation of final development plans and allow more accurate estimates of development costs. If you have anyquestions or need clarification, please do not hesitate to contactthis office. Reference to our Job #10 -147 -P (B) will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINJE & MIDDLETON ENGINEERING, INC. TABLE OF CONTENTS PAGE NO. I. INTRODUCTION ................. ............................... 1 II. SITE DESCRIPTION .............. ............................... 1 III. PROPOSED DEVELOPMENT ....... ............................... 2 IV. SITE INVESTIGATION ............. ............................... 2 V. GEOTECHNICAL CONDITIONS ..... ............................... 3 A. Earth Materials ................ ............................... 3 B. Excavation Characteristics ...... ............................... 3 C. Groundwater and Surface Drainage ............................. 4 D. Slope Stability ................ ............................... 4 E. Faults /Seismicity .............. ............................... 4 F. Seismic Ground Motion Values .. ............................... 6 G. Geologic Hazards ............. ............................... 7 H. Field and Laboratory Test Results ............................... 7 VI. SITE CORROSION ASSESSMENT .. ............................... 11 VII. CONCLUSIONS ................. ............................... 12 VIII. RECOMMENDATIONS ........... ............................... 15 A. Remedial Grading and Earthworks ............................. 15 B. Foundations and Floor Slabs ... ............................... 27 C. Soil Design Parameters ....... ............................... 29 D. Exterior Concrete Slabs / Flatwork ............................. 30 E. Swimming Pool Construction ... ............................... 31 F. Asphalt and PCC Pavement Design ............................. 32 G. General Recommendations .... ............................... 34 IX. LIMITATIONS ................... ............................... 37 REFERENCES TABLE OF CONTENTS (continued) PLATE NO. VicinityMap .......................... ............................... 1 SiteMap ............................. ............................... 2 Proposed Site Sections ............. ............................... 3 8 4 Test Pit Logs ................... ............................... 5,6,8 7 Geologic Cross Section ................ ............................... 8 Fault Epicenter Map ................... ............................... 9 Retaining Wall Drain Detail ............ ............................... 10 Isolation Joints and Re- Entrant Corner Reinforcement .................... 11 GEOTECHNICAL INVESTIGATION PROPOSED RESIDENTIAL REDEVELOPMENT SOUTHERLY PORTIONS OF 167 KILKENNY DRIVE ENCINITAS, CALIFORNIA (A.P. N. 261- 142 - 178[18) INTRODUCTION The project site investigated herein consists of southeasterly portions of a developed residential property located at the above referenced address. The property location is shown on a Vicinity Map attached to this report as Plate 1. We understand that the existing property will be split into two separate individual lots each supporting a single - family residential development with the associated structures and improvements. The larger existing property and approximate location of the proposed property line separating the new northern and southern lots designated herein as 10 -147 -P (A) and 10 -147 -P (B) are depicted on the enclosed Site Plan, Plate 2. The focus of this report is limited to the southern 10 -147 -P (B) portions of the property (see Plate 2). An earlier geotechnical report, Job #10 -147 -P (A) dated July 29, 2010, was issued for the northern lot portions which will apparently have a different owner and constructed under a separate permit. Field explorations and sampling were completed for the entire property at the same time. Data generated during ourfield investigation and laboratory testing over the entire property were used for completing our analysis and common values and design parameters are presented in both reports where appropriate and as applicable. The purpose of our investigation was to determine soil and geotechnical conditions beneath the project portions of property and to ascertain their influence upon the proposed development, as understood. Test pit digging, soil sampling, laboratory testing, and engineering were among the activities conducted in conjunction with this effort which has resulted in the grading and foundation recommendations for the planned southern lot. II. SITE DESCRIPTION The enclosed Site Plan, Plate 2, depicts existing topographic conditions at the project property and the proposed southern lot development. The southerly portion of the property presently supports a single - family dwelling and associated improvement which is planned for demolition and removal. Topographically, the site is characterized by gently, southerly descending terrain that gives way behind the existing residence to moderately sloping terrain at gradients approaching 3 (horizontal) to 1 (vertical) maximum for approximately 9 vertical feet The southerly slope continues to descend beyond the property line within the San Elijo Avenue easement in an over - steepened condition generally at 11/4:1 gradients approximately for 9 additional vertical feet. Locally, terrain behind the residence has been slightly modified by small terraces V 1NIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido. California 92029 -1229 • Phonc (760) 743 -1214 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 2 supported by the construction of two short railroad tie retaining walls (on the order of two feet high maximum). Documentation pertaining to existing ground modifications or building constructions at or near the property are not available for review. Site drainage is developed to flow in a southerly direction away from the existing structure to the street below. Excessive scouring or erosion is not in evidence. III. PROPOSED DEVELOPMENT The existing residential structure and improvements will be removed to make room for a new multi -story single - family dwelling with the associated structures and improvements. The proposed horse -shoe shaped dwelling will include approximately two stories below ground and one story above ground. The lowest level will be a basement garage near San Elijo Avenue street level which will provide access to the dwelling via a new drive way along the southeastern margins. The project development is an export grading operations. Large excavations approaching 30 vertical feet will be needed to achieve basement grades, resulting in the removal of significant portions of the hillside. A patio and pool will be constructed within the open area of the horse -shoe shaped dwelling as shown on Plate 2. Sections through the proposed development are also shown on the attached Plates 3 and 4. Mechanically stabilized earth (MSE) such as crib block or keystone type retaining walls approaching 10 feet high will be utilized for achieving ground elevation transitions along the southerly areas of the property adjacent San Elijo Avenue. Retaining walls with 6 feet maximum exposed height are also planned along the southern edge of the pool pad. Detail construction and foundation plans are not yet completed. However, building construction is most expected to consist of lower concrete or masonry block basement type retaining walls and upper conventional wood -frame with exterior stucco building supported on shallow stiff foundations with stem walls and slab -on -grade floors, or slab -on- ground with turn -down footings is anticipated for this study. IV. SITE INVESTIGATION Subsurface conditions at the property were chiefly determined by the excavation of three hand -dug test pits and two test pits excavated with a limited access Bobcat excavator. All the excavations were logged by our project geologist who also retained representative soil and rock samples for laboratory testing. Test pit locations are shown on the Site Plan, Plate 2. Logs of the excavations are included as Plates 5 -7. Laboratory test results and engineering properties of selected samples are summarized in following sections. VINJE &. MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 3 V. GEOTECHNICAL CONDITIONS Sloping areas in the southern area of the project property are underlain by Eocene age formational rock units. Pleistocene age Terrace Deposits occur in the upper, gently sloping areas of the property. Instability which could preclude the planned residential development is not in evidence. Geologic Cross - Sections depicting subsurface conditions based on our test excavations is included as Plate 8. A. Earth Materials Formational Rock: Eocene age formational rock units, more commonly designated as the Delmar Formation, were exposed in our shallow hand -dug test pit located on the south facing slope. The exposed rocks consisted of dark - colored siltstone /claystone deposits that were found in a weathered "popcorn" condition to the depth explored and are potentially medium expansive. Projectfonnational rocks will be exposed at basement elevations are expected to be uniformly dense at anticipated finish basement grade elevations. Terrace Deposit: The upper portions of the project property are underlain by natural Terrace Deposits. As exposed in our test excavations, site Terrace Deposits consist of dark - colored fine sand with a trace of clay. The Terrace Deposits were found in moist and soft to firm conditions near surface becoming blocky and dense at modest depths. Project blocky and dense Terrace Deposits are considered geologically stable. FillfTopsoil: A thin layer of undifferentiated fill and topsoil, on the order of 2 feet thick, mantle the exposed areas of the project site. The surficial soil consists of silty sand that was found in slightly moist and very loose conditions overall. B. Excavation Characteristics Site formational units will most likely excavate to design depths with heavy and specialized equipments suitable for this type of construction. Locally, hard cemented beds may also be encountered requiring added excavation efforts. Encountering zones of loose cohesionless sands creating excavation and stability difficulties may also exist within site excavations. VINE & MIDDLETON ENGINEERING. INC. • 2450 Auto Park Way • Euondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 4 C. Groundwater and Surface Drainage Groundwater conditions were not encountered during this investigation to the depths explored and are not expected to impact the proposed residential development as currently understood. However, site deep excavations may encounter groundwater conditions or seeps may develop along the excavation walls. Any groundwater or water seeps, if any developed, should be effectively removed form the excavation areas and properly disposed to allow for safe constructions to proceed. Potential groundwater and water seepage should not be allowed to adversely impact stability of site excavations. The control of surface run -off and storm water is critical to the stability of the planned graded building pad, lower basement and site retaining walls. Surface water should not be allowed to pond on pad surfaces or behind retraining walls. Site surface drainage should drain away from site structures, improvements and top of walls onto suitable drainage facility per approved plans. Over - watering of site vegetation should be disallowed. Basement walls should be provided with adequate waterproofing and drainage systems as outlined in a following section. D. Slope Stability Significant new graded embankments are not planned in connection with the proposed development. Existing southerly natural and grades slopes are underlain by siltstone /claystone deposits which typically do not perform well in steep slope conditions. Currently there is no evidence of slope instability within the natural or graded slopes. Much of the sloping terrain will be removed by the proposed earthwork excavations and export operations for the underground garage. Consequently, stability of exposed slopes is not a major geotechnical concern for the development as currently planned. The main geotechnical concern will be the stability of temporary construction slopes required for the construction of planned underground levels and their potential impacts on nearby structures, improvements and adjacent properties. Specific recommendations for basement excavations are provided in a following section. E. Faults /Seismicity Faults or significant shear zones are not indicated on or near proximity to the project site. V INJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 97029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 5 As with most areas of California, the San Diego region lies within a seismically active zone; however, coastal areas of the county are characterized by low levels of seismic activity relative to inland areas to the east. During a 40 -year period (1934- 1974), 37 earthquakes were recorded in San Diego coastal areas by the California Institute of Technology. None of the recorded events exceeded a Richter magnitude of 3.7, nor did any of the earthquakes generate more than modest ground shaking or significant damages. Most of the recorded events occurred along various offshore faults which characteristically generate modest earthquakes. Historically, the most significant earthquake eventswhich affect local areas originate along well known, distant fault zones to the east and the Coronado Bank Fault to the west. Based upon available seismic data, compiled from California Earthquake Catalogs, the most significant historical event in the area of the study site occurred in 1800 at an estimated distance of 1.7 miles from the project area. This event, which is thought to have occurred along an offshore fault, reached an estimated magnitude of 6.5 with estimated bedrock acceleration values of 0.284g at the project site. The following list represents the most significant faults which commonly impact the region. Estimated ground acceleration data compiled from Digitized California Faults (Computer Program EQFAULT VERSION 3.00 updated) typically associated with the fault is also tabulated. TABLE 1 The location of significant faults and earthquake events relative to the study site are depicted on a Fault - Epicenter Map attached to this report as Plate 9. More recently, the number of seismic events which affect the region appears to have heightened somewhat. Nearly 40 earthquakes of magnitude 3.5 or higher have been recorded in coastal regions between January 1984 and August 1986. Most of the earthquakes are thought to have been generated along offshore faults. For the most part, the recorded events remain moderate shocks which typically resulted in low levels of ground shaking to local areas. A notable exception to this pattern was recorded on July 13, 1986. An earthquake of magnitude 5.3 shook County coastal VINIE & MIDDLETON ENGINEERING. INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 Rose Canyon Fault 2.4 miles 0.325g Coronado Bank Fault 17.0 miles 0.217g Newport- Inglewood Fault 13.1 miles 0.202g Elsinore - Julian Fault 29.2 miles 0123 The location of significant faults and earthquake events relative to the study site are depicted on a Fault - Epicenter Map attached to this report as Plate 9. More recently, the number of seismic events which affect the region appears to have heightened somewhat. Nearly 40 earthquakes of magnitude 3.5 or higher have been recorded in coastal regions between January 1984 and August 1986. Most of the earthquakes are thought to have been generated along offshore faults. For the most part, the recorded events remain moderate shocks which typically resulted in low levels of ground shaking to local areas. A notable exception to this pattern was recorded on July 13, 1986. An earthquake of magnitude 5.3 shook County coastal VINIE & MIDDLETON ENGINEERING. INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 6 areas with moderate to locally heavy ground shaking resulting in $700,000 in damages, one death, and injuries to 30 people. The quake occurred along an offshore fault located nearly 30 miles southwest of Oceanside. A series of notable events shook County areas with a (maximum) magnitude 7.4 shock in the early morning of June 28, 1992. These quakes originated along related segments of the San Andreas Fault approximately 90 miles to the north. Locally high levels of ground shaking over an extended period of time resulted; however, significant damages to local structures were not reported. The increase in earthquake frequency in the region remains a subject of speculation among geologists, however, based upon empirical information and the recorded seismic history of County areas, the 1986 and 1992 events are thought to represent the highest levels of ground shaking which can be expected at the study site as a result of seismic activity. In recent years, the Rose Canyon Fault has received added attention from geologists. The fault is a significant structural feature in metropolitan San Diego which includes a series of parallel breaks trending southward from La Jolla Cove through San Diego Bay toward the Mexican border. Test trenching along the fault in Rose Canyon indicated that at that location the fault was last active 6,000 to 9,000 years ago. More recent work suggests that segments of the fault are younger having been last active 1000 - 2000 years ago. Consequently, the fault has been classified as active and included within an Alquist - Priolo Special Studies Zone established by the State of California. Fault zones tabulated in the preceding table are considered most likely to impact the region of the study site during the lifetime of the project. The faults are periodically active and capable of generating moderate to locally high levels of ground shaking at the site. Ground separation as a result of seismic activity is not expected at the property. F. Seismic Ground Motion Values For design purposes, site - specific seismic ground motion values were determined as part of this investigation in accordance with the California Building Code (CBC). The following parameters are consistent with the indicated project seismic environment and our experience with similar earth deposits in the vicinity of the project site, and may be utilized for project design work: VINIE & MIDDLETON ENGINEERING, INC. • 2450 Auro Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 7 TABLE 2 D 1.415 0.537 1 D 1.5 1.415 0.806 0.944 0.537 According to Chapter 16, Section 1613 of the 2007 California Building Code. Explanation: Ss: Mapped MCE, 5% damped, spectral response acceleration parameter at short periods. Si: Mapped MCE, 5% damped, spectral response acceleration parameter at a period of 1- second. Fa: Site coefficient for mapped spectral response acceleration at short periods. Fv: Site coefficient for mapped spectral response acceleration at 1- second period. SMs: The MCE, 5% damped, spectral response acceleration at short periods adjusted for site class effects (SMs= FaSs). SMi: The MCE, 5% damped, spectral response acceleration at a period of 1- second adjusted for site class effects (Smi= FvS1). SDS: Design, 5% damped, spectral response acceleration parameter at short periods (SDS= aASMs). SDI: Design, 5 %damped, spectral response acceleration parameter at a period of 1- second (SD1= 2/3SM1). Site peak ground accelerations (PGA) based on 2 percent probability of exceedance in 50 years defined as Maximum Considered Earthquake (MCE) with a statistical return period of 2,475 years is also evaluated herein in accordance with the requirements of CBC Section 1613 and ASCE Standard 7 -05. Based on our analysis, the site PGAMCE was estimated to be 0.60g using the web -based United States Geological Survey (USGS) ground motion calculator. The design PGA determined as two- thirds of the Maximum Considered Earthquake (MCE) was estimated to be 0.40g. G. Geologic Hazards Geologic hazards are not presently indicated at the project site. Exposed slopes do not currently indicate gross geologic instability. The most significant geologic hazards at the property will be those associated with ground shaking in the event of a major seismic event. Liquefaction or related ground rupture failures are not anticipated. H. Field and Laboratory Tests Results Earth deposits encountered in our exploratory test excavations were closely examined and sampled for laboratory testing. Based upon our test pit and field exposures, site soils have been grouped into the following soil types: V IN IE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phonc (760) 743- 1214 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 8 TABLE 3 The following tests were conducted in support of this investigation: Maximum Dry Density and Optimum Moisture Content: The maximum dry density and optimum moisture content of Soil Types 1 and 2 was determined in accordance with ASTM D -1557. The results are presented in Table 4. TABLE 4 _ L —_ 4�;d �d� j Yitl I d fay 1 Brown / red brown clayey silty fine sand (Fill / Topsoil / Terrace Deposit) 2 Pale grey siltstone / cla stone Formational Rock The following tests were conducted in support of this investigation: Maximum Dry Density and Optimum Moisture Content: The maximum dry density and optimum moisture content of Soil Types 1 and 2 was determined in accordance with ASTM D -1557. The results are presented in Table 4. TABLE 4 _ L —_ 4�;d �d� j Yitl I d fay i� 3 VL, oh% ilk k31r iwil, Crr IIIf il. JIT n ? l 2. Liquid Limit, Plastic Limit and Plasticity Index: Liquid limit, plastic limit and plasticity index tests were performed on a representative sample of Soil Type 2 in accordance with the ASTM D -4318. Test results are tabulated in table 5. TABLE 5 -- [41�vft nL'lclJ.il Moisture - Density Tests (Undisturbed Chunk Samples): In -place dry density and moisture content of representative soil deposits beneath the site were determined from relatively undisturbed chunk samples using the water displacement test method. Results are presented in Table 6 and tabulated on the attached Test Pit Logs. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Parkway • Escondido, California 92029 -1229 • Phonc (760) 743 -1214 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 9 TABLE 6 4. Expansion Index Test: An expansion index (El) test was performed on a representative sample of Soil Type 2 obtained within the project limits in accordance with the ASTM D -4829. The test results are presented in Table 7. VINIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -12I4 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 10 TABLE 7 5. Direct Shear Test: Two direct shear tests were performed on representative samples of Soil Types 1 and 2. The prepared specimens were soaked overnight, loaded with normal loads of 1, 2, and 4 kips per square foot respectively, and sheared to failure in an undrained condition. The test results are presented in Table 8. TABLE 8 l .il �i ,t II �! �ul�tl i oral tf�� it ill r�Y I� ��lat;;�Ul as remolded to-90% o •p remolded to 90% of Y 6. pH and Resistivity Test: pH and resistivity of representative samples of Soil Types 1 and 2 were determined using "Method for Estimating the Service Life of Steel Culverts," in accordance with the California Test Method (CTM) 643. The test results are tabulated in Table 9. VINJE & MIDDLETON ENGINEERING. INC. - 2450 Auto Park Way • Escondido. California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 11 TABLE 9 7. Sulfate Test: Sulfate tests were performed on representative samples of Soil Types 1 and 2 in accordance with the California Test Method (CTM) 417. The test results are presented in Table 10. TABLE 10 �- �� LL 11 � -� vul illill�li 'IINi'�f lld:�y_Ilr ir'1 7. Sulfate Test: Sulfate tests were performed on representative samples of Soil Types 1 and 2 in accordance with the California Test Method (CTM) 417. The test results are presented in Table 10. TABLE 10 �- �� � -� vul illill�li 'IINi'�f lld:�y_Ilr ir'1 Chloride Test: A chloride test was performed on a representative sample of Soil Type 3 in accordance with the California Test Method (CTM) 422. The test result is presented in Table 11. TABLE 11 - — — n. J YI11�IP iii= iJii1���C� hYo�l!J ��11.11�ticl ii Y�(��-._ � ., VI. SITE CORROSION ASSESSMENT A site is considered to be corrosive to foundation elements, walls and drainage structures if one or more of the following conditions exist: • Sulfate concentration is greater than or equal to 2000 ppm (0.2% by weight). • Chloride concentration is greater than or equal to 500 ppm (0.05 % by weight). • pH is less than 5.5. VINE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -I2I4 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 12 For structural elements, the minimum resistivity of soil (or water) indicates the relative quantity of soluble salts present in the soil (or water). In general, a minimum resistivity value for soil (or water) less than 1000 ohm -cm indicates the presence of high quantities of soluble salts and a higher propensity for corrosion. Appropriate corrosion mitigation measures for corrosive conditions should be selected depending on the service environment, amount of aggressive ion salts (chloride or sulfate), pH levels and the desired service life of the structure. Laboratory test results performed on selected representative samples of project site (southerly lot) indicate that the minimum resistivity is less than 1000 ohm -cm suggesting a potential for presence of high quantities of soluble salts. Further test results indicated pH greaterthan 5.5, sulfate concentration less than 2000 ppm, and chloride concentration less than 500 ppm. Consequently, based on the results of the corrosion analyses, the project site is considered non - corrosive. The project site, however, is located within 1000 feet of seawater and mitigation measures are considered appropriate for the design of new structures and improvements. A corrosion engineer may be consulted in this regard. Based upon the results of the tested soil samples, the amount of water soluble sulfate (SO4) was found to be 0.010 percent by weight which is considered negligible according to ACI 318, Table 4.3.1. However, due to the site proximity to seawater, Portland cement Type II with minimum fc, = 4000 psi, maximum water cement ratio of 0.50 (and steel reinforcement cover greater than 3 inches, if appropriate) as determined and approved by the project corrosion /structural engineer should be considered. Table 12 is also appropriate based on the pH- Resistivity test result: TABLE 12 I e 1 Years to Perforation of Steel Culverts 38 49 60 83 106 729 2 Years to Perforation of Steel Culverts 19 24 30 41 53 1 64 VII. CONCLUSIONS Based upon the foregoing investigation, redevelopment of the study residential site substantially as proposed, is feasible from a geotechnical viewpoint. The property is underlain byformational rocks and Terrace Deposits at relatively shallow depths which will adequately support new structures and improvements. The following factors are unique to the site and will impact the planned development and construction procedures: VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 13 • Instability or geologic hazards including flooding, landslides or faulting are not present at the project portions of the property and will not be a factor in the planned redevelopment. The study site is not located near or within the Alquist - Priolo earthquake fault zone established by the State of California. The most significant long -term geologic phenomenon likely to impact the property is periodic ground shaking associated with earthquake activity along distant active faults. • The project site is directly underlain by a relatively thin to modest section of undifferentiated fill and topsoil atop stable formational rocks and natural Terrace Deposits. The site upper soil mantle and upper weathered soft formational rocks and Terrace Deposits occur in soft and loose conditions and are not suitable in their present condition for the support of planned new fills, structures and improvements. These deposits should be regraded as recommended in the following sections. Below, the dense and stable formational rocks and Terrace Deposits are generally competent units that can suitably provide adequate structural support. • Existing structures and improvements occupy the project property. All trash debris generated from the demolition and removal of site existing structures and improvements should be removed and properly disposed of from the site as approved. Construction debris should not be allowed within site new fills and backfills as specified in the following sections. ' Large permanent graded embankments are currently not planned. Stability of natural or permanent graded embankments will not be a major factor in the redevelopment of the project property. The planned new development includes the construction of underground basement levels which will require significant excavations approaching 30 feet deep for achieving the lower design grades with subsequent export operations. Basement excavations are expected to remove the upper soil cover and weathered Terrace Deposits /formational rocks and penetrate into the underlying more stable and competent Formational rocks. ' The main geotechnical concern at the project property will be the stability of temporary excavation slopes and their potential adverse impacts on the adjacent structures, improvements and properties. All temporary excavations, trenching and wall backcuts will require shoring support and should be constructed as specified in the following sections. Instrumenting and monitoring of nearby more sensitive structures and improvements, adjacent properties and public right -of -way will also be required as discussed below. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 14 * Site deep excavations and shoring support will be in a close proximity of off site properties, structures and improvements and may include tie back systems. Off site properties, structures and improvements should not be impacted by the planned construction procedures, nor should excavations, shoring or tie back support structural elements encroach beyond the property lines unless otherwise specifically permitted by the adjacent property owner(s) or respective public agencies, as appropriate. * Large export operations are anticipated. An excavation plan depicting the proposed earth removal procedures, stockpiling, loading and haul routes should be considered and included as a part of the shoring plans. Excavation and shoring plans should be reviewed by the project engineering and approved by the city of Encinitas. * Upper site excavations and removals are expected to chiefly generate silty to sandy deposits. However, below the Terrace Deposits are medium expansive and potentially plastic siltstone /claystone Del Mar Formations which are chiefly poor quality materials not recommended as site new fills or wall /trench backfills. Clayey soils are also not suitable for use as site wall and trench backfills. Marginal to poor quality siltstone /claystone, where they are encountered in excavations, should be selectively removed from the site as a part of project export operations. Generated good quality sandy materials should be saved onsite for reuse as new fills and backfills. * Final bearing and subgrade soils are anticipated to consist primarily of sandy silty clay (ML/CL) deposits with medium expansion potential (expansion index less than 91) based on ASTM D -4829 classification. Actual classification and expansion characteristics of the finish grade soil mix can only be provided in the final as- graded compaction report based upon proper testing of bearing soils when rough finish grades are achieved. ' Basement excavations may expose soft or weathered Del Mar formational units at finish grade levels which may not be suitable for foundation support at natural in -situ conditions. The lower finish grade levels should be inspected by the project geotechnical consultant to determine competency of foundation soils and provide mitigation measures, as appropriate. Mitigation may include over - excavation of unsuitable foundation soils to competent layers and reconstructions with onsite or select imported sandy (D.G.) compacted materials. ' Groundwater table conditions were not encountered at the time of our field investigations to the explored depths at the explored locations. Historic groundwater conditions underneath the project site are also not known to us. However, groundwater conditions may develop and water seeps may be encountered within the deeper excavations and can not be ruled out. Any subsurface water encountered during site excavations and constructions should be properly removed V INJE & MIDDLETON ENGINEERING. INC. • 2450 Auro Park Way • Escondido, Q hfornia 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 15 and disposed to allow for safe construction to proceed. All site and building basement type retaining walls will require a well- functioning back drainage system as specified in the following sections. A blanket drainage type system may be necessary under the basement floors as discussed below. Adequate site surface drainage and control is a critical factor in performance of the new building with a subterranean basement levels. Drainage control facilities should be designed and installed for proper control and disposal of surface and storm water as shown on the approved grading or drainage improvement plans. Surface water should drain away from the site structures, improvements and top of building basement/site retaining walls in a positive manner onto designated disposal facilities. Over - watering of site vegetation may also create perched water and the creation of excessively moist areas at finished surfaces and should be avoided. Soil collapse or post construction total and differential settlements are not expected to be a factor in the redevelopment of the project site provided our ground preparation grading and foundation recommendations are incorporated into the design and construction of the project. Liquefaction and seismically induced settlements will not be a factor in the construction of the planned new buildings and improvements provided our recommendations are followed. VIII. RECOMMENDATIONS The following recommendations are consistent with the indicated geotechnical conditions at the project site and should be reflected in final plans and implemented during the construction phase. Added or modified recommendations may also be appropriate and should be provided at the final grading and foundation plan review phase: A. Remedial Grading And Earthworks The project site is directly underlain by a relatively shallow mantle of undifferentiated fill and topsoil that occur in a loose to soft condition. Below, formational rocks and Terrace deposits occur at depth. Removal and recompaction of upper soils, and weathered soft Terrace deposits /formational rocks beneath the surface improvements are recommended and remedial grading of natural deposits exposed at lower basement levels may be required as specified below. All grading and earthworks should be completed in accordance with Chapter 18 and Appendix "J" of the California Building Code (CBC), city of Encinitas Grading Ordinances, the Standard Specifications for Public Works Construction, and the requirements of the following sections wherever applicable: V INJE & MIDDLETON ENGINEERING. INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 16 Existing Underground Utilities and Structures: All existing underground waterlines, sewer lines, storm drains, utilities, tanks, structures and improvements at or nearby the project construction site should be thoroughly potholed, identified and marked prior to the initiation of the actual construction works. Specific geotechnical engineering recommendations may be required based on the actual field locations and invert elevations, backfill conditions and proposed grades in the event of a grading or construction conflict. Utility lines may need to be temporarily redirected, if necessary, prior to earthwork operations and reinstalled upon completion of grading operations. Alternatively, permanent relocations may be appropriate as shown on the approved plans. Abandoned lines, irrigation pipes and conduits should be properly removed, capped or sealed -off to prevent any potential for future water infiltrations into the foundation bearing, subgrade and backfill soils. Voids created by the removals of the abandoned underground pipes, tanks and structures should be properly backfilled with compacted fills in accordance with the requirements of this report. Clearing and Grubbing: Remove surface vegetation, trees, roots, stumps, construction debris, and all other unsuitable materials and deleterious matter from all areas of proposed new fills, improvements, and structures plus 10 feet outside the perimeter, where possible and as approved in the field. Construction debris generated from the removals and demolition of the site existing structures, improvements, pavings, and abandoned underground facilities should also be properly removed and disposed of from the site. Trash, vegetation and construction debris shall not be allowed to occur or contaminate new site fills and backfills. The prepared grounds should be inspected and approved by the project geotechnical engineer or his designated field representative, prior to remedial grading and earthworks. Removals and Remedial Grading: Project development as shown on the enclosed Plates 2 -4 mainly consists of large basement excavations and mostly export grading operations. Attempts should be made to selectively stockpile the good quality sandy soils generated from the site excavations for reuse as site new foundation bearing, fills and backfill soils and mainly export marginal to lesserquality materials as directed in the field. An excavation plan depicting the proposed excavation methods, sequencing, loading and haul routes should be prepared and incorporated into the project grading plans. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auro Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 17 The upper loose to soft soil cover and weathered Terrace Deposits within the basement areas will be removed as a part of basement excavations. Finish basement levels may be expected to expose dense undisturbed siltstone- claystone formational rocks (Del Mar Formation) throughout much of the excavations. However, medium dense to locally weathered and soft Terrace Deposits and poor to marginal quality Del Mar Formation may also be encountered as determined in the field by the project geotechnical consultant. In this case, weathered loose Terrace Deposits and /or unsuitable Del Mar Formation materials, where encountered at the bottom of basement excavations should be over - excavated to a minimum of 12 inches below the bottom of the deepest footing and reconstructed to design grades with good quality sandy soils available from site excavations, or sandy (D.G.) import materials placed and compacted as specified herein. Poor to marginal quality materials generated from the excavations of Del Mar Formation should be entirely removed from the site as a part of project export operations, unless otherwise approved. Bottom of basement over - excavations and reconstructions, if required and determined necessary by the project geotechnical consultant, should construct uniform well- compacted bearing soils throughout eliminating cut -fill transitions as directed and approved in the field. Elsewhere at the site, upper loose soil mantle and weathered Terrace Deposits beneath the planned structures and improvements plus a minimum of 10 feet outside the perimeter, where possible and as approved in the field, should be removed to the underlying dense and competent Terrace Deposits /formational rock below the weathered zone and placed back as properly compacted fills. Actual removal depths should be established in the field by the project geotechnical engineer or his designated field representative. Based on available field explorations, however, typical removal depths may be expected to be on the order of 4 to 7 feet below the existing ground surfaces, or at least 2 feet below the bottom of deepest footing (or 12 inches below the deepest utility), whichever is more. Locally deeper removals may also be necessary based on the actual field exposures and should be anticipated. 4. Excavation Characteristics: Site Terrace Deposits and del Mar Formational rocks may be mostly expected to excavate to design depths with heavy construction equipments suitable for this type of operations. However, presence of hard cemented beds requiring added excavation efforts or special equipments and techniques remains a possibility and should be anticipated. Rock fragments generated from the excavations of hard rock beds, if any, should be entirely removed from the site as a part of export operations. V INIE & MIDDLETON ENGINEERING, INC. • 24SO Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE ENCINITAS PAGE 18 Site excavations may also encounter loose cohesion less sand zones which are not uncommon and can create containment and stability difficulties within the exposed surfaces. Specific recommendations for mitigation should be provided by the project geotechnical consultant based on actual field conditions. 5. Non - uniform Bearing Soil Transitions and Undercuts: Building and wall foundations, floorslabs, improvements, and structures may befounded entirely on very low to non - expansive and competent formational rocks, if approved in the field by the project geotechnical consultant. In the case of non- uniform bearing soil conditions with dissimilar engineering properties, some local deepening or stepping of the footings may be required and should be anticipated. Bearing soils encountered at final excavations exposing expansive, non - uniform or dissimilar materials should may require undercutting to a minimum of 12 inches below the bottom of deepest foundation(s) or foundation shear key, whichever is more, and reconstructed to design grades with compacted fills, as determined in the field. Expansive soils, if encountered, should be removed and undercut areas reconstructed to design grades with good quality approved sandy soils, as directed in the field. Non - uniform slab subgrade soils, if it occurs, should also be mitigated by removal and reconstruction to design grades with at least 18 inches of good quality compacted sandy soils. Elsewhere, uniform bearing soil conditions should be constructed underneath the planned structures and improvements as recommenced herein and directed in the field using remedial grading methods. 6. Excavations, Temporary Construction Slopes And Shoring: Top of temporary slopes should maintain adequate set back from existing on and offsite improvements, structures and nearby properties as approved and directed in the field. Undermining and/or damages to existing improvements and structures, underground utilities near or within public right -of -way and adjacent properties should be avoided. Face of temporary slopes should be protected from excessive runoff or rainfall and stockpiling the excavated materials near the top of construction embankments should be disallowed. Constructions should also completed in a timely manner minimizing unsupported slope conditions for prolonged period of time. Smaller temporary slopes and trenching excavations may be constructed at near vertical gradients to a maximum of 3 feet unless otherwise directed or specified. Construction slopes and trenching greater than 3 feet will require continuos shoring, unless otherwise approved. Any continuous shoring technique which can allow safe and stable excavations, and protect adjacent properties and nearby structures and improvements such as trench shield, VINJF & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -I214 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 19 driven sheet piles, drilled cast -in -place concrete or driven steel soldier piles with concrete or wood lagging, or tie- backs with reinforced shot -crete facing may be considered depending on the type and depth of excavation. A qualified design /build shoring contractor should be consulted in this regard. Protection of existing pipes, utilities, conduits, underground improvements and nearby structures located within the zone of influence of excavation is one of the most important factors in the shoring design and should be considered by the project design /build contractor. The shoring system stiffness and construction sequence should be designed and carried out to limit horizontal and vertical deflections within allowable tolerances. The project shoring design /build contractor should evaluate the structural capacityof existing pipes, utilities, conduits, underground improvements and nearby structures, and determine the allowable acceptable tolerances for his use in a given shoring system design. A shoring plan depicting the proposed procedures, materials and depths along with design calculation should be prepared and submitted by the contractor. Permits from the respective agencies and adjacent property owners may also be required for installing shoring system, tie backs or bracing devices. Site temporary slopes and wall backcuts will require continuous geotechnical observation during the construction. Additional recommendations including flatter construction slopes and the need for added shoring or support system should be given by the project geotechnical consultant at that time as necessary, based on actual field exposures. The project contractor should also obtain appropriate excavation permits, as needed, and conform to the Cal - OSHA and local governing agencies' requirements for open cut and trenching excavations, and safety of the workmen during construction. Pertinent permits and shoring plan approval should be obtained prior to commencing site excavations. The following soil design parameters are appropriate for shoring design. - design point of fixity may be assumed at 18 inches below the base of excavation. - Design maximum deflection should be limited to 1 -inch. - Design active soil pressure of 30 pcf (EFP) maybe considered for competent and cemented undisturbed bedrock for temporary shoring conditions. - Design passive resistance of 400 psf /ft may be considered for temporary shoring conditions. The passive resistance may be increased by the indicated value for each additional foot of depth to a maximum 4500 pounds per square feet. V INJE & MIOOLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -I2I4 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 20 - A maximum skin friction of 1000 psf may be considered for the design of tie- back anchors, unless otherwise approved or specified. Tie -backs should not extend beyond the property limits unless special permits are obtained from the adjacent impacted public and private property owners. - The slope of tie -back anchors should be from 15 to not more than 30 degrees from the horizontal, unless otherwise specified or approved. - Belled anchor base and placing concrete or grout under pressure is recommended. Excavation Monitoring: Monitoring of the site excavations will be required as specified herein. For this purpose, an appropriate excavation monitoring program should be incorporated into the project plans and implemented during the site construction. The excavation monitoring program should include the following: Pre - construction conditions of all existing nearby buildings, structures, improvements and utilities within 100 feet minimum from the top of excavation or twice the excavation depth, whichever is more, should be well documented and recorded. Elevations and horizontal position of all existing nearby buildings, structures, improvements and utilities within 100 feet minimum from the top of excavation (or twice the excavation depth, whichever is more) should be established prior to initiation of actual excavation works. Survey and monitoring points should be established on the nearby structures, improvements and utilities at intervals less than 100 feet maximum and identified on the project grading or a separate Monitoring Plan. Monitoring data should be recorded to 0.01 -foot accuracy. Bench marks and reference locations for the survey and monitoring points should be established outside the influence zone of the excavations and construction equipment vibrations (minimum 100 feet or at least twice the excavation depths, whichever is more) as shown on the project grading or Monitoring Plan. Record elevations and horizontal position of each survey and monitoring point before and after any major event or excavation changes such as terrace locations, grade brakes, any suspected or observed movements, change in geologic units and groundwater seeps. Survey weekly during the excavation and backfilling activities. Survey at least on the monthly basis thereafter until terminated by the project geotechnical consultant. VINIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -12I4 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 21 * Additional instrumentations for detection of possible ground movements due to excavation activities such as installations of slope inclinometers may also be necessary based on geologic observations and developed exposures and should be anticipated as determined by the project geotechnical consultant. Data generated from the monitoring program may establish new conditions requiring reconsideration into the temporary slope designs resulting in field revisions including but not limited to installations of stiffer shoring system, added tie - backs, or more and wider terracing. 8. Fill Materials, Select Grading and Compaction: Soils generated from onsite surficial soils and Terrace Deposits are expected to predominantly consist of silty to sandy deposits. Beneath the Terrace Deposits are siltstone /claystone units that consist of poor to marginal quality expansive deposits. Site potentially expansive and plastic deposits are not suitable for reuse as new fills or wall and trench backfills, and should be removed from the site as a part of export operations. Good quality sandy granular soils generated from the project upper excavations should be selectively stockpile and reused to achieve design grades and complete wall and trench backfills as necessary. Project fills and wall backfills should be clean deposits free of vegetation, trash, debris, organic and deleterious matter as approved in the field by the project geotechnical consultant or his designated representative. Import soils, if needed as capping foundation bearing and slab subgrade soils or used as wall and trench backfills, should be good quality sandy (D.G.) non- corrosive granular deposits (SM /SW) with very low expansion potential (100% passing 1 -inch sieve, more than 50% passing #4 sieve and less than 18% passing #200 sieve with expansion index less than 21). Import soils should be observed, tested as necessary, and approved by the project geotechnical engineer prior to delivery to the site. Uniform bearing soils conditions should be constructed at the site by the cut excavations and earthwork operations. Site fills / backfills should be adequately processed, thoroughly mixed, moisture conditioned to 2 % -3% above the optimum moisture levels or as directed in the field, placed in thin (8 inches maximum) uniform horizontal lifts and mechanically compacted to a minimum of 90% of the corresponding laboratory maximum dry density per ASTM D -1557, unless otherwise specified. Graded Slopes: New major graded cut slopes are not planned. Graded fill slopes, if any proposed, should be constructed at 2:1 or flatter gradients. VINIE & MIDDLETON ENGINEER [NO, INC. • 2450 Auro Park Way • Fscondido, Califomia 92029 -1229 • Phone (760) 743-12 14 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 22 Graded fill slopes constructed as recommended herein will be grossly stable with respect to deep seated and surficial failures for the indicated design maximum vertical heights. All fill slope shall be provided with a toe keyway or a retaining wall at the base. The keyway should maintain a minimum depth of 2 feet into the competent bedrock or firm native ground with a minimum width of 12 feet. The keyway should expose competent bedrock or firm native ground throughout with the bottom heeled back a minimum of 2% into the natural hillside and observed and approved by the project geotechnical engineer. Additional level benches should be constructed into the natural hillside asthe fill slope construction progresses. Fill slopes should be compacted to minimum 90% of the laboratory standard out to the slope face as specified. Over - building and cutting back to the compacted core, or backrolling at a maximum 4 -foot vertical increments and "track- walking" at the completion of grading is recommended for site fill slope construction. Geotechnical engineering inspections and testing will be necessary to confirm adequate compaction levels within the fill slope face. 10. Gravity Walls: Crib block or keystone segmental gravity type walls also known as Mechanically Stabilized Earth (MSE) walls are incorporated into the project designs to achieve ground elevation transitions as shown on the attached plans. The following pertinent specifications and design parameters specific for designs and constructions of these type of retaining structures are appropriate: Soil design parameters provided herein are appropriate for MSE segmental gravity type wall designs. Design parameters are based on the anticipated select sandy backfill and bearing soil conditions. The provided values are suitable for wall foundation bearing, backfill and retained zones as specified, unless otherwise noted. Wall backfills should be mechanically compacted to minimum 90% levels based on ASTM D- 1557, unless otherwise specified. A minimum two- coarse embedment into approved foundation soils will be required for all segmental gravity retaining walls in order to realize the specified allowable foundation pressure. A reduction in the net allowable bearing pressure shall apply if the specified minimum embedment depth requirements are not met unless otherwise specifically approved by the project design/build consultant. * Adequate setback or deepened foundations shall be required for all wall foundations constructed on or near the top of descending slopes to VINJE & MIDDLETON ENGINEERING, INC.. • 2450 Auro Park Way • Escondido, California 92029 -1229 • Phonc (760) 743 -1214 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 23 maintain minimum horizontal distances to daylight or adjacent slope face. There should be a minimum of 10 feet horizontal setback from the bottom outside edge of the base coarse to daylight unless otherwise specified or approved. ' Added active lateral earth pressures due to nearby foundations, embankments, traffic or vehicular loads, structures and improvements along the top surcharging project gravity walls and seismic loading, as appropriate, should be considered in the designs by the project design /build consultant, as necessary. See following sections for seismic (pseudo- static lateral pressure) design value. The reinforcing geogrid layers (keystone walls) placed within the backfill zone shall extended a minimum of 2 feet beyond the projected (1:1) active wedge plane over the entire wall height unless otherwise specifically approved by the project design /build consultant. In the case of gravity walls, large movements must take place before maximum passive resistance can be developed which may result in some ground mobilization cracks where the projected active wedge daylights on the surface. The anticipated movements associated with passive resistance mobilization are typically beyond the tolerances of conventional improvements and structures, if any planned on the backfill side of the wall. Consequently, a minimum safety factor of 2 should be considered for the wall sliding stability unless otherwise specifically approved by the project design /build consultant. * A well- constructed subsurface wall back drain and a well - developed surface drainage behind the top of wall are also among significant geotechnical factors in the future stability of gravity type walls. Wall back drains should be constructed specified in the following sections. Surface drainage should be provided as shown on the approved grading and drainage improvement plans. Saturation of wall backfill soils shall not be allowed. Water should be directed away from top of walls and planting large trees behind the site retaining walls should also be avoided. Natural terrain at the property is stable and underlain by competent Terrace Deposits and formational rocks which lack obvious evidence of gross instabililty as exposed in our excavations. Consequently, global stability is not considered to be a major factor in the construction of the planned MSE gravity walls at this time provided our recommendations are incorporated into the final designs and implemented during the construction phase of the project. Local and global stability should be further conformed during field observations by the project geologist. V INIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 24 Temporary construction slopes for the planned MSE gravity walls should be constructed at 1:1 gradient maximum, unless otherwise specified or approved. Temporary excavations should not be allowed to damage or adversely impact nearby properties, structures and improvements. Top of temporary slopes should be adequately setback from the adjacent properties and offsite improvements as shown on the approved plans. The remaining wedge of soil should then be benched out and new backfill tightly keyed -in as the fill placement progresses. 11. Wall Back Drainage System: A well - constructed back drainage system should be provided behind all project site and building basement type retaining walls. The wall back drainage system should consist of a minimum 4 -inch diameter, Schedule 40 (SDR 35) perforated pipe surrounded with a minimum of 1.5 cubic feet per foot of %- crushed rocks (12 inches wide by 18 inches deep) installed at the depths of the wall foundation level and wrapped in filter fabric (Mirafi 140 -N). If Caltrans Class 2 permeable aggregate is used in lieu of the crushed rocks, the filter fabric can be deleted. The wall back drain should be installed at suitable elevations to allow for adequate fall via a non- perforated solid pipe (Schedule 40 or SDR 35) to an approved outlet. All wall back drains and outlet locations should also be shown on the final grading or site plan. A typical wall back drain system is depicted on the enclosed Plate 10. Provide clean -out riser pipes at appropriate intervals as necessary and well - performing waterproofing as indicated on the pertinent project construction plans. 12. Subterranean Floor Slab Under drain: Groundwater conditions were not encountered at the time of our field investigations to the explored depths at the explored locations. However, groundwater conditions and water seeps may develop within the exposed surfaces at the time of basement excavations and can not be ruled out. A blanket drainage system installed under the lower basement slab may be necessary for the protection of the subterranean floors as determined by the project geotechnical consultant at the time of inspections of the exposed excavations. The subterranean blanket drain may consist of a composite system available from the drainage product design /build contractors or may consist of a gravel blanket drain. The gavel blanket drain, if it becomes necessary, should consist of an at least 12 inches thick' /] to' /. -inch gravel blanket provided with minimum 4- inch diameter Sch. 40 (or SDR 35) perforated pipes at 15 feet on centers maximum draining into a minimum 6 inches diameter Sch. 40 (SDR 35) solid header pipe which dischargers the collected water into an approved VINrE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 7434214 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 25 locations. A layer of Minrafi 50OX soil separation fabric should be installed over the gravel layer. Slab constructions and clean sand underlay with moisture barrier /vapor retardant will remain the same as specified in the following sections. All subterranean and blanket drain types and construction methods should be reviewed and approved by the project architect and structural consultants. 13. Groundwater and Dewatering: Groundwater conditions were not encountered as discussed above. Historic groundwater levels underneath the project sites are also unknown. Deep site excavation, however, may encounter groundwater conditions and waterseeps requiring dewatering and mitigation. Any dewatering method which insure site stability and allow safe constructions to proceed may be used provided it is approved by the project geotechnical consultant. 14. Surface Drainage and Erosion Control: A critical element to the continued stability of graded building pads and developments with subterranean construction is an adequate surface drainage control. Surface and storm water should not be allowed to impact the developed construction and improvement surfaces. This can most effectively be achieved by the installation of appropriate drainage control facilities. Building pad surface run -off should be collected and directed awayfrom the planned buildings and improvements to a selected location in a controlled manner. Area drains should be installed. Surface water should be directed away from the top of the site retaining walls. Temporary erosion control facilities and silt fences should be installed during the construction phase periods and until landscaping is fully established as indicated and specified on the approved project grading /erosion plans. 15. Engineering Observations: All grading and earthworks operations including excavations, shoring, removals, suitability of earth deposits used as compacted fill and backfills, and compaction procedures should be continuously observed and tested by the project geotechnical consultant and presented in the final as- graded compaction report. The nature of finished subgrade soils should be confirmed in the final compaction report at the completion of grading. Geotechnical engineering inspections should include but not limited to the following: Initial observation - After the grading /brushing limits have been staked but before grading /brushing starts. V INJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Wav • Escondido, California 92029 -1229 • Phonr (760) 743 -1214 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 26 Bottom of over - excavation observation - After the bottom of excavation or competent Terrace deposits /formational rocks are exposed and where prepared to receive fill, but before fill is placed. Cut/excavation observation - After the excavation is started but before the vertical depth of excavation is more than 3 feet. Local and Cal -OSHA safety requirements for open excavations apply. Fill /backfill observation - After the fill /backfill placement is started but before the vertical height of fill /backfill exceeds 2 feet. A minimum of one test shall be required for each 100 lineal feet maximum in every 2 feet vertical gain, with the exception of wall backfills where a minimum of one test shall be required for each 30 lineal feet maximum. Site expansive soils are not suitable for wall backfills and good quality select sandy materials should be used for this purpose. Wall backfills should be mechanically compacted to a minimum of 90% compaction levels unless otherwise specified. Finish rough and final pad grade tests shall be required regardless of fill thickness. * Foundation trench observation - After the foundation trench excavations but before steel placement. " Foundation bearing /slab subgrade soils observation - Prior to the placement of concrete for proper moisture and specified compaction levels. " Geotechnical foundation /slab steel observation - After the steel placement is completed but before the scheduled concrete pour. * Underground utility /plumbing trench observation - After the trench excavations but before placement of pipe bedding or installation of the underground facilities. Local and Cal -OSHA safety requirements for open excavations apply. Inspection of pipe bedding may also be required by the project geotechnical engineer. * Underground utility /plumbing trench backfill observation - After the backfill placement is started above the pipe zone but before the vertical height of backfill exceeds 2 feet. Testing of the backfill within the pipe zone may also be required by the governing agencies. Pipe bedding and backfill materials shall conform to the governing agencies' requirements and project soils report if applicable. Site expansive soils are not suitable for trench backfills and good quality select sandy materials should be VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 27 used for this purpose. Trench backfills should be mechanically compacted to a minimum of 90% compaction levels unless otherwise specified. Plumbing trenches more than 12 inches deep maximum under the interiorfloorslabs should also be mechanically compacted and tested for a minimum of 90% compaction levels. Flooding or jetting techniques as a means of compaction method should not be allowed. " Pavement/improvements base and subgrade observation - Prior to the placement of concrete or asphalt for proper moisture and specified compaction levels. B. Foundations And Floor Slabs Project pad constructions may be anticipated to develop medium expansive (expansion index less than 91) sandy silty clay (MUCL) soils within final grades. Attempts should be made to use sandy granular soils generated from the onsite upper excavations or consider capping the project building surfaces with good quality sandy (D.G.) import soils within the upper grade surfaces utilizing select grading methods as specified. The following recommendations are consistent with the anticipated foundation bearing soil materials, potential differential heave and settlements and site specific geotechnical conditions. Additional recommendations may be required and should be given at the final plan review phase. All design recommendations should also be further confirmed and /or revised at the completion of site excavations and remedial grading based on the expansion characteristics of the foundation bearing soils and regraded site geotechnical conditions, and presented in the fine grading compaction report: 1. New buildings maybe supported on shallow stiff foundations with stem walls and slab -on -grade floors or slab -on- ground with turned -down footings. The shallow foundations should be uniformly supported on competent undisturbed formational rocks / Terrace deposits or founded entirely on approved compacted fills as specified in this report. 2. Continuous strip stem wall foundations and turned -down footings should be sized at least 18 inches wide and 24 inches deep. Spread pad footings should be at least 30 inches square and 18 inches deep and interconnected to the strip foundations with grade beams. Grade beams should be at least 12 inches wide by 18 inches deep. Specified depths are measured from the lowest adjacent (lower basement grade) ground surface, not including the sand /gravel layer beneath floor slabs. Exterior continuous foundations or turned -down footings should enclose the entire building perimeter. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Aum Park Way • Escondido. California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE ENCINITAS PAGE 28 Continuous interior and exterior stem wall foundations should be reinforced with a minimum of four #5 reinforcing bars. Place 245 bars 3 inches above the bottom of the footings and 245 bars 3 inches below the top of the stem wall. Turned -down footings should be reinforced with a minimum of 245 bars at the top and 245 bars at the bottom. Interconnecting grade beams should be reinforced with a minimum of 244 bars top and bottom. Reinforcement details for spread pad footings should be provided by the project arch itect/structuraI engineer. 3. All interior slabs should be a minimum of 5 inches in thickness, reinforced with #4 reinforcing bars spaced 18 inches on center each way, placed mid - height in the slab. Slabs should be underlain by 4 inches of clean sand (SE 30 or greater) which is provided with a well performing moisture barrier /vapor retardant (minimum 15 -mil plastic) placed mid - height in the sand. Provide "softcut" contraction /control joints consisting of sawcuts spaced 10 feet on centers each way for all interior slabs. Cut as soon as the slab will support the weight of the saw and operate without disturbing the final finish which is normally within 2 hours after final finish at each control joint location or 150 psi to 800 psi. The sawcuts should be a minimum of 1 -inch in depth but should not exceed 1'/,- inches deep maximum. Anti -ravel skid plates should be used and replaced with each blade to avoid spalling and raveling. Avoid wheeled equipments across cuts for at least 24 hours. Provide re- entrant corner reinforcement for all interior slabs. Re- entrant corners will depend on slab geometry and /or interior column locations. The enclosed Plate 11 may be used as a general guideline. 4. Foundation bearing and slab subgrade soils should not be allowed to get disturbed or dried below the as- graded moisture contents prior to pouring the concrete, or additional ground preparations and moisture reconditioning will be required as directed in the field. 5. Foundation trenches and slab subgrade soils should be inspected and tested for proper moisture and specified compaction levels and approved by the project geotechnical consultant prior to the placement of steel reinforcement or concrete pour. V INJE & MIDDLETON ENGINEERING, INC. - 2450 Auro Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 29 C. Soil Design Parameters The following soil design parameters are based on the tested representative samples of onsite (northern lot, see Plate 3) earth deposits. All parameters should be re- evaluated when the characteristics of the final as- graded soils have been specifically determined: 1. Design soil wet unit weight = 122 pcf. 2. Design soil saturated unit weight = 131 pcf. 3. Unit weight of water = 62.4 pcf, see Notes h & I. 4. Design angle of internal friction = 25 degrees. 5. Design static active soil pressure for retaining structures = 45 pcf (EFP), level backfill, cantilever, unrestrained walls. 6. Design at -rest soil pressure for retaining structures = 71 pcf (EFP), non - yielding, restrained walls. 7. Design seismic (pseudo- static) lateral active soil pressure = 24 pcf (EFP), see Notes a & b. 8. Design passive soil resistance for retaining structures = 330 pcf (EFP), level surface on the toe side. 9. Design coefficient of friction for concrete on soils = 0.30. 10.Design net allowable foundation pressure (minimum 18 inches wide by 24 inches deep footings) = 2500 psf, see Note f. 11.Allowable lateral bearing pressure (all structures except retaining walls) = 200 psf /ft. Notes: a) Seismic lateral loading should be considered, where required by the applicable codes (CBC) and design standards. Additional lateral loads due to seismic increment of earth pressure should be considered for buildings with greater than 6 -feet soil differential on each side (CBC 1614A.1.6) and retaining walls 12 feet and taller (CBC 1806A.1) unless otherwise approved orwaived by the governing building officials. b) The indicated design seismic active soil pressures were determined based on the Mononobe -Okabe solution and 65% of the design peak ground acceleration and pertinent design assumptions, and should be considered acting at 0.6H (H is the wall height) above the base of the wall. The seismic lateral active soil pressures should be considered in addition to the design static lateral active and at -rest soil pressures for both unrestrained yielding and restrained non - yielding walls. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -I229 • Phone (760) 743 -12I4 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE ENCINITAS PAGE 30 c) Added lateral pressures caused by nearby foundations, improvements and surcharge loading including vehicular loads should be considered by the project structural engineer as appropriate and applicable. d) Use a minimum safety factor of 1.5 for wall over - turning and sliding stability. However, because large movements must take place before maximum passive resistance can be developed, a safety factor of 2 may be considered for sliding stability where sensitive structures and improvements are planned near or on top of retaining walls. e) When combining passive pressure and frictional resistance the passive component should be reduced by one - third. f) The net allowable foundation pressures provided herein were determined based on the specified foundation depths and widths. The indicated values may be increased by 20% for each additional foot of depth and 10% for each additional foot of width to a maximum of 5500 psf, if needed. The allowable foundation pressures provided herein also applies to dead plus live loads and may be increased by one -third for wind and seismic loading. g) The allowable lateral bearing earth pressures may be increased by the amount of the designated value for each additional foot of depth to a maximum of 1500 pounds per square foot. h) An uplift pressure (psf) equal to the density of water (62.4 pcf) should be considered for each foot of groundwater raise above the basement floor level, if applicable. i) Hydrostatic uplift pressure is not considered a factor in subterranean basement designs with the measured and historic groundwater levels at least 10 feet below the basement pad grade or if basement walls are provided with perimeter backdrains and floor underdrains are installed beneath the subterranean slabs. D. Exterior Concrete Slabs / Flatworks All exterior slabs (walkways, patios) supported on medium expansive subgrade soils should be a minimum of 4 inches in thickness, reinforced with #3 bars at 18 inches on centers in both directions placed midheight in the slab. The subgrade soils should be recompacted to minimum 90% levels within the upper 6 inches during the fine grading efforts. 2. Reinforcements lying on subgrade will be ineffective and shortly corrode due to lack of adequate concrete cover. Reinforcing bars should be correctly placed extending through the construction joints tying the slab panels. In construction VINIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1129 • Phone (760) 743.1214 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 31 practices where the reinforcements are discontinued or cut at the construction joints, slab panels should be tied together with minimum 18 inches long #3 dowels (dowel baskets) at 18 inches on centers placed mid - height in the slab (9 inches on either side of the joint). 3. In order to enhance performance of exterior slabs and flatworks supported on potentially expansive and moisture sensitive subgrade soils, a minimum 8 inches wide by 8 inches deep thickened edge reinforced with a minimum 143 continuous bar near the bottom should be considered along the free -ends. 4. Provide "tool joint' or " softcut contraction /control joints spaced 10 feet on center (not to exceed 12 feet maximum) each way. The larger dimension of any panel shall not exceed 125% of the smaller dimension. Tool or cut as soon as slab will support weight, and can be operated without disturbing the final finish which is normally within 2 hours after final finish at each control joint location or 150 psi to 800 psi. Tool or softcuts should be a minimum of 1 -inch but should not exceed 1'/4- inches deep maximum. In case of softcutjoints, anti -ravel skid plates should be used and replaced with each blade to avoid spalling and raveling. Avoid wheeled equipments across cuts for at least 24 hours. Joints shall intersect free -edges at a 90° angle and shall extend straight for a minimum of 1Yz feet from the edge. The minimum angle between any two intersecting joints shall be 801. Align joints of adjacent panels. Also, align joints in attached curbs with joints in slab panels. Provide adequate curing using approved methods (curing compound maximum coverage rate = 200 sq. ft. /gal. ). 5 All exterior slab designs should be confirmed in the final as- graded compaction report. 6. Subgrade soils should be tested for proper moisture and specified compaction levels and approved by the project geotechnical consultant priorto the placement of concrete. E. Swimming Pool Construction The new pool should be constructed within an excavation developed in the site competent undisturbed formational materials, as approved in the field, or approved fills placed and compacted as specified herein. An additional pool subdrain system may be necessary underneath the pool excavation based on actual site conditions and should be anticipated. The pool subdrain, if determined necessary by the project geotechnical consultant, should consist of a minimum 2 feet wide by 2 feet deep trench provided with a 4 -inch diameter perforated pipe (Sch. 40 or SDR 35) surrounded with' /4 -inch crushed rocks and VIN1E & MIDDLETON ENGINEERING. INC. • 2450 Auto Park Way • Escondido, California 97029 -1229 • Phone (760) 743 -12I4 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE ENCINITAS PAGE 32 wrapped in filter fabric (Mirafi 140N) installed below the bottom of the pool excavations. The pool subdrain pipe should outlet at a minimum 2% onto an approved location. More specific recommendations and construction details should be provided by the project geotechnical consultant at the time of field inspections, as required. Bottom of the pool excavation should uniformly expose well compacted fills or competent formational materials throughout. Ground transition from cut to fill shall not be allowed at the bottom of pool excavations. In the case of cut -fill transition, the cut potions should be over - excavated to a minimum depth of 18 inches below the design bottom elevations and reconstructed to design grades with good quality sandy granular soils compacted as specified herein. The new pool and spa excavations may be expected to expose medium expansive soils (expansion index less than 91). The retaining wall supporting the southern pool perimeter is also expected to deflect approximately 2% of its height for maximum passive resistance to develop. Consequently, mobilization of active wedge and its potential impacts should be considered in the pool designs and surrounding hardscape. We recommend a "self- contained rigid tank' structure (no lateral support from adjacent soils) pool design commonly refereed to as "free floating" construction and based on medium expansive soils conditions and lateral earth pressures provided in this report by a qualified pool design /build engineer with experience with similar constructions. The pool should also be designed to withstand a minimum differential settlement of 1 -inch along its length and % -inch along its width, unless otherwise approved or specified. The pool structure should also be provided with a minimum 18 inches wide by 24 inches deep grade beam reinforced with minimum 245 bars top and bottom around the top concrete shell. More specific or revised recommendations may be necessary and should be given by the project geotechnical consultant at the time of final plan review phase and in the final compaction report based on actual site as- graded geotechnical conditions F. Asphalt And PCC Pavement Design Specific pavement designs can best be provided at the completion of rough grading based on R -value tests of the actual finish subgrade soils; however, the following structural sections may be considered for initial planning phase cost estimating purposes only (not for construction): VINIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Patio way • Escondido. Califomia 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 33 A minimum section of 4 inches asphalt on 6 inches Caltrans Class 2 aggregate base, or the minimum section required by the City of Encinitas, whichever is more, may be considered for the onsite asphalt paving surfaces outside the private and public right -of -way. Actual design will also depend on the design traffic index (TI) and the approval of the City of Encinitas. Base materials should be compacted to a minimum 95% of the corresponding maximum dry density (ASTM D- 1557). Subgrade soils beneath the asphalt paving surfaces should be compacted to a minimum 95% of the corresponding maximum dry density within the upper 12 inches. PCC pavings supported on low to medium expansive subgrade soils should be a minimum of 5%2 inches in thickness, reinforced with #3 reinforcing bars at 15 inches on center each way, placed 2 inches belowthe top of slab. Subgrade soils beneath the PCC pavings should be compacted to a minimum 90% of the corresponding maximum dry density. Exterior edges of the PCC pavings are recommended to be provided with a minimum of 8 inches wide by 12 inches deep thickened edge reinforced with minimum 144 continuous bar near the bottom. Slab reinforcement incorrectly placed or laying on subgrade will be ineffective and soon corrode due to lack of adequate concrete cover. Slab reinforcements should also extend through the construction (cold) joints. In construction practices where the reinforcements are cut at the construction joints, slab panels should be tied together with minimum 18 inches long #3 dowels (dowel baskets) at 15 inches on centers placed 2 inches below the top of slab (9 inches on either side of the joint). In order to enhance performance, tying of the slab panels to the adjacent curbs, where they occur, with #3 dowels at 15 inches on centers should also be considered. Provide "tooljoint" or "softcut" contraction /control joints spaced 10 feet on center (not to exceed 15 feet maximum) each way. The larger dimension of any panel shall not exceed 125% of the smaller dimension. Tool or cut as soon as the slab will support the weight and can be operated without disturbing the final finish which is normally within 2 hours after final finish at each control joint location or 150 psi to 800 psi. Tool or softcuts should be a minimum of 1 -inch in depth but should not exceed 1'/<- inches deep maximum. In case of softcutjoints, anti -ravel skid plates should be used and replaced with each blade to avoid spalling and raveling. Avoid wheeled equipments across cuts for at least 24 hours. VINIE & MIDDLETON ENGINEERING, INC. • 24SO Auto Park Wav • Escondido. California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 34 Joints shall intersect free edges at a 90° angle and shall extend straight for a minimum of 1'/ feet from the edge. The minimum angle between any two intersecting joints shall be 80 °. Align joints of adjacent panels. Also, align joints in attached curbs with joints in slab panels. Provide adequate curing using approved methods (curing compound maximum coverage rate = 200 sq. ft. /gal.) Base and subgrade soils should be tested for proper moisture and specified compaction levels, and approved by the project geotechnical consultant prior to the placement of the base or asphalt / PCC finish surface. 4. Base section and subgrade preparations per structural section design, will be required for all surfaces subject to traffic including roadways, travelways, drive lanes, driveway approaches and ribbon (cross) gutters. Driveway approaches within the public right -of -way should have 12 inches subgrade compacted to a minimum 95% compaction levels, and provided with a 95% compacted Class 2 base section per structural section design. Provide 6 inches of Class 2 base under curb and gutters and 4 inches of Class 2 base (or 6 inches of Green Book Class III) under sidewalks. Base layer under curb and gutters should be compacted to a minimum 95 %, while subgrade soils under curb and gutters, and base and subgrade under sidewalks should also be compacted to a minimum 90% compaction levels, unless otherwise specified. Base section may not be required under curb and gutters, and sidewalks in the case of very low expansive subgrade soils (expansion index less than 21). Appropriate recommendations should be given in the final as- graded compaction report. G. General Recommendations 1. The minimum foundation design and steel reinforcement provided herein are based on soil characteristics and are not intended to be in lieu of reinforcement necessary for structural considerations. Adequate staking and grading control are critical factors in properly completing the recommended remedial and site grading operations. Grading control and staking should be provided by the project grading contractor or surveyor /civil engineer, and is beyond the geotechnical engineering services. Staking should apply all required setbacks shown on the approved plans and conform to setback requirements established by the governing agencies and applicable codes for off- site private and public properties, nearby structures and improvements, leach fields and septic systems, and graded embankments. Inadequate staking and /or lack of grading control may result in unnecessary additional grading which will increase construction costs. V INJE & MIDDLETON ENGINEERING. INC. • 2450 Auto Park Way • Escondido, California 92029 -I229 • Phone (760)743- 12 14 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 35 3. Open or backfilled trenches parallel with a footing shall not be below a projected plane having a downward slope of 1 -unit vertical to 2 units horizontal (50 %) from a line 9 inches above the bottom edge of the footing, and not closer than 18 inches from the face of such footing. 4. Where pipes cross under - footings, the footings shall be specially designed. Pipe sleeves shall be provided where pipes cross through footings or footing walls, and sleeve clearances shall provide for possible footing settlement, but not less than 1 -inch all around the pipe. Foundations where the surface of the ground slopes more than 1 unit vertical in 10 units horizontal (10% slope) shall be level or shall be stepped so that both top and bottom of such foundations are level. Individual steps in continuous footings shall not exceed 18 inches in height and the slope of a series of such steps shall not exceed 1 unit vertical to 2 units horizontal (50 %) unless otherwise specified. The steps shall be detailed on the structural drawings. The local effects due to the discontinuity of the steps shall also be considered in the design of foundations as appropriate and applicable. 6. Expansive clayey soils should not be used for backfilling site retaining walls. All retaining /basement walls should be provided with a 1:1 wedge of granular, compacted backfill measured from the base of the wall footing to the finished surface and a well- functioning back drainage system as shown on the enclosed Plate 10. Planting large trees behind site building /basement retaining walls should be avoided. 7. All underground utility and plumbing trenches should be mechanically compacted to a minimum of 90% of the maximum dry density of the soil unless otherwise specified. Care should be taken not to crush the utilities or pipes during the compaction of the soil. Non - expansive, sandy granular backfill soils should be used. Trench backfill materials and compaction beneath pavements within the public right -of -way shall conform to the requirements of governing agencies. 8. Site drainage over the finished pad surfaces should flow away from structures onto the street in a positive manner. Care should be taken during the construction, improvements, and fine grading phases not to disrupt the designed drainage patterns. Roof lines of the buildings should be provided with roof gutters. Roof water should be collected and directed away from the buildings and structures to a suitable location. Surface water shall not be allowed to saturate or penetrate into site wall backfills, foundation bearing and subgrade soils, graded surfaces and embankments. Basement wall back drains should be provided as specified and their properfunctioning periodically confirmed. Planter areas adjacent to basement walls and building foundations should be avoided or provided with impermeable liners and added subdrain, as appropriate. V INJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phonc (760) 743 -1214 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 36 9. Final plans should reflect preliminary recommendations given in this report. Final excavations and shoring, grading and drainage, foundations and offsite improvement plans should be reviewed by the project geotechnical consultant for conformance with the requirements of the geotechnical investigation report outlined herein. More specific recommendations may be necessary and should be given at the final plans review phase. 10. All foundation trenches should be inspected to ensure adequate footing embedment and confirm competent bearing soils. Foundation and slab reinforcements should also be inspected and approved by the project geotechnical consultant. 11. The amount of shrinkage and related cracks that occur in the concrete slab -on- grades, flatworks and driveways depend on many factors the most important of which is the amount of water in the concrete mix. The purpose of the slab reinforcement is to keep normal concrete shrinkage cracks closed tightly. The amount of concrete shrinkage can be minimized by reducing the amount of water in the mix. To keep shrinkage to a minimum, the following should be considered: Use the stiffest mix that can be handled and consolidated satisfactorily. Use the largest maximum size of aggregate that is practical. For example, concrete made with 3/6 -inch maximum size aggregate usually require about 40 -lbs. more (nearly 5 -gal.) water per cubic yard than concrete with 1 -inch aggregate. Cure the concrete as long as practical. The amount of slab reinforcement provided for conventional slab -on -grade construction considers that good quality concrete materials, proportioning, craftsmanship, and control tests, where appropriate and applicable, are provided. 12. A preconstruction meeting between representatives of this office, the property owner or planner, city inspector as well as the grading contractor/builder is recommended in order to discuss grading and construction details associated with site development. VINIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, Uifomia 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 37 IX. LIMITATIONS The conclusions and recommendations provided herein have been based on available data obtained from the review of pertinent reports and plans, subsurface exploratory excavations as well as our experience with the soils and formational materials located in the general area. The materials encountered on the project site and utilized in our laboratory testing are believed representative of the total area, however, earth materials may vary in characteristics between excavations. Of necessity, we must assume a certain degree of continuity between exploratory excavations and /or natural exposures. It is necessary, therefore, that all observations, conclusions, and recommendations be verified during the grading operation. In the event discrepancies are noted, we should be contacted immediately so that an inspection can be made and additional recommendations issued if required. The recommendations made in this report are applicable to the site at the time this report was prepared. It is the responsibility of the owner /developer to ensure that these recommendations are carried out in the field. It is almost impossible to predict with certainty the future performance of a property. The future behavior of the site is also dependent on numerous unpredictable variables, such as earthquakes, rainfall, and on -site drainage patterns. The firm of VINJE & MIDDLETON ENGINEERING, INC., shall not be held responsible for changes to the physical conditions of the property such as addition of fill soils, added cut slopes, or changing drainage patterns which occur without our inspection or control. The property owner(s) should be aware that the development of cracks in all concrete surfaces such as floor slabs and exterior stucco are associated with normal concrete shrinkage during the curing process. These features depend chiefly upon the condition of concrete and weather conditions at the time of construction and do not reflect detrimental ground movement. Hairline stucco cracks will often develop at window /door corners, and floor surface cracks up to Ye -inch wide in 20 feet may develop as a result of normal concrete shrinkage (according to the American Concrete Institute). This report should be considered valid for a period of one year and is subject to review by our firm following that time. If significant modifications are made to your tentative development plan, especially with respect to the height and location of cut and fill slopes, this report must be presented to us for review and possible revision. This report is issued with the understanding that the owner or his representative is responsible to ensure that the information and recommendations are provided to the project arch itect/structu ra I engineer so that they can be incorporated into the plans. VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 GEOTECHNICAL INVESTIGATION DECEMBER 27, 2010 SOUTHERLY PORTION OF 167 KILKENNY DRIVE, ENCINITAS PAGE 38 Necessary steps shall be taken to ensure that the project general contractor and subcontractors carry out such recommendations during construction. The project geotechnical engineer should be provided the opportunity for a general review of the project final design plans and specifications in order to ensure that the recommendations provided in this report are properly interpreted and implemented. The project geotechnical engineer should also be provided the opportunity to verify the foundations prior to the placing of concrete. If the project geotechnical engineer is not provided with the opportunity of making these reviews, he can assume no responsibility for misinterpretation of his recommendations. Vinje & Middleton Engineering, Inc., warrants that this report has been prepared within the limits prescribed by our client with the usual thoroughness and competence of the engineering profession. No other warranty or representation, either expressed or implied, is included or intended. Once again, should any questions arise concerning this report, please do not hesitate to contact this office. Reference to our Job #10 -147 -P (B) will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. VINJE & MIDD�T.QjJ ENCO- EE.81LJG, INC. SJMehdi S. Shariat s —Exp. 1213112 GE #2885 No. 2362 ` Steven J. Melzer a to UR71fIED CEG #2362 * ENGUJEEG Na GEOLOGIST CP EXP Distribution: Addressee (5, e-mail) 9TFn F� VINIE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Way • Escondido, California 92029 -1229 • Phone (760) 743 -1214 REFERENCES - Annual Book of ASTM Standards, Section 4 - Construction, Volume 04.08: Soil And Rock (1); D 420 - D 5611, 2005. - Annual Book of ASTM Standards, Section 4 - Construction, Volume 04.09: Soil And Rock (II); D 5714 - Latest, 2005. - Highway Design Manual, Caltrans. Fifth Edition. - Corrosion Guidelines, Caltrans, Version 1.0, September 2003. - California Building Code, Volumes 1 & 2, International Code Council, 2007. - "Green Book" Standard Specifications For Public Works Construction, Public Works Standards, Inc., BNi Building News, 2003 Edition. - California Department of Conservation, Division of Mines and Geology (California Geological Survey), 1997, Guidelines for Evaluating and Mitigating Seismic Hazards in California, DMG Special Publication 117, 71p. - California Department of Conservation, Division of Mines and Geology (California Geological Survey), 1986 (revised), Guidelines for Preparing Engineering Geology Reports: DMG Note 44. - California Department of Conservation, Division of Mines and Geology (California Geological Survey), 1986 (revised), Guidelines to Geologic and Seismic Reports: DMG Note 42. - EQFAULT, Ver. 3.00, 1997, Deterministic Estimation of Peak Acceleration from Digitized Faults, Computer Program, T. Blake Computer Services And Software. - EQSEARCH, Ver 3.00, 1997, Estimation of Peak Acceleration from California Earthquake Catalogs, Computer Program, T. Blake Computer Services And Software. - Tan S.S. and Kennedy, M.P., 1996, Geologic Maps of the Northwestern Part of San Diego County, California, Plate(s) 1 and 2, Open File -Report 96 -02, California Division of Mines and Geology, 1:24,000. - "Proceeding of The NCEER Workshop on Evaluation of Liquefaction Resistance Soils," Edited by T. Leslie Youd And Izzat M. Idriss, Technical Report NCEER -97 -0022, Dated December 31, 1997. - "Recommended Procedures For Implementation of DMG Special Publication 117 Guidelines For Analyzing And Mitigation Liquefaction In California," Southern California Earthquake center, USC, March 1999. - "Soil Mechanics," Naval Facilities Engineering Command, DM 7.01. - "Foundations & Earth Structures," Naval Facilities Engineering Command, DM 7.02. - "Introduction to Geotechnical Engineering, Robert D. Holtz, William D. Kovacs. - "Introductory Soil Mechanics And Foundations: Geotechnical Engineering," George F. Sowers, Fourth Edition. - "Foundation Analysis And Design," Joseph E. Bowels. - Caterpillar Performance Handbook, Edition 29, 1998. - Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas, California Division of Mines and Geology, Geologic Data Map Series, No. 6. - Kennedy, M.P., 1977, Recency and Character of Faulting Along the Elsinore Fault Zone in Southern Riverside County, California, Special Report 131, California Division of Mines and Geology, Plate 1 (East/West), 12p. - Kennedy, M.P. and Peterson, G.L., 1975, Geology of the San Diego Metropolitan Area, California: California Division of Mines and Geology Bulletin 200, 56p. - Kennedy, M.P. and Tan, S.S., 1977, Geology of National City, Imperial Beach and Otay Mesa Quadrangles, Southern San Diego Metropolitan Area, California, Map Sheet 24, California Division of Mines and Geology, 1:24,000. - Kennedy, M.P., Tan, S.S., Chapman, R.H., and Chase, G.W., 1975, Character and Recency of Faulting, San Diego Metropolitan Areas, California: Special Report 123, 33p, Caterpillar Performance Handbook, Edition 29, 1998. Jennings, C.W., 1994, Fault Activity Map of California and Adjacent Areas, California Division of Mines and Geology, Geologic Data Map Series, No. 6. Kennedy, M.P., 1977, Recency and Character of Faulting Along the Elsinore Fault Zone in Southern Riverside County, California, Special Report 131, California Division of Mines and Geology, Plate 1 (East/West), 12p. Kennedy, M.P. and Peterson, G.L., 1975, Geology of the San Diego Metropolitan Area, California: California Division of Mines and Geology Bulletin 200, 56p. Kennedy, M.P. and Tan, S.S., 1977, Geology of National City, Imperial Beach and Otay Mesa Quadrangles, Southern San Diego Metropolitan Area, California, Map Sheet 24, California Division of Mines and Geology, 1:24,000. Kennedy, M.P., Tan, S.S., Chapman, R.H., and Chase. G.W., 1975, Character and Recency of Faulting, San Diego Metropolitan Areas, California: Special Report 123, 33p. "An Engineering Manual ForSlope Stability Studies, "J.M. Duncan, A.L. BuchignaniAnd Marius De Wet, Virginia Polytechnic Institute And State University, March 1987. "Procedure To Evaluate Earthquake- Induced Settlements In Dry Sandy Soils," Daniel Pradel, ASCE Journal Of Geotechnical & Geoenvironmental Engineering, Volume 124, #4, 1998. "Minimum Design Loads For Buildings And Other Structures," ASCE 7 -05, American Society of Civil Engineers. VICINITY MAP C Q E 7 c i < R xwrs ROPE _ MpY rn! CNlE1TA w > SMOCAS Le DR qoa i < s 7C CARDIFF _ 9 uy' a M AV _ NOU3EY 900 c x m DR 2 /�, s8 �FFIgQ 400 � Cpl RILL F➢XIIN W � '1 4V ti J Ar CT & 3 JUDY -n J V I� 91 .x p .v c 1 AV B tau act p� 8 e0 PL 4 .. _ 11GFIMI 0 d _. 1200 X DR 100 0 2g5 t, oa P' 0 s < 3 DFgV PO s IN 6EN LM 0R RFST c $ o 3 yA 9k 3 LAS WE AV g M m BRISIS ' 0 3 il«r OR w f4 W ry cc V �feM � c N n Jy MED 9k 1000 D 4- R `vS •r �ti e r J' 4 �O 4 6 7Ki enn D •y "k,TO 9 0 3 5 5 R1* CT o� 8 6 I xl� ate. m ot � r � PATTY utl i rr r/2 -� c,`v Thomas BFOS. �c� 20e 0 ft 900 1800. AV F 167 Kilkenny Drive PLATE 1 Encinitas, Ca. 92007 V &M JOB 1110 -147 —P (B) APN 261- 142 -17 &18 T= 1 L 1� = NEW RESIDENCE FOR LAKEWOOD LIVING TRUST DFVELOPMENTINFORMATION tK'�• Ir \S CARAQ NOTE _ F SHEET INDEX PJtDNC CODES ,r...�.� 7P 9 SERVICE A@1M �„� SCOPE F WORK..���..�r� SPECIAL POWFION: QUMED ......mss A 1 „ -- -- ---- -- -- - --, - CONSTRUCTION SQUARE FOOD I 1 1° wennr[srve •.o ya rr ..s STAIFM CXCUTATgN 111 {�, 7Fr•5 _ �� 'y'/1 Fw a.nnwa.s.wr» un�..rworz rre w...r... i "'..°sm. 117 ._..�wa.m erae,r xmrm vice, vooaFr y 6le°�rs M _ I -- .10-147 -PW IL 10-147 -P I �7 .exu...mm. w.v....o y' taaetwane w amraem W OC / eaemaeEn a�� ».a. mn raea.vanra � vwTa here - - -- -L -- - IOrVAw IWI Z mufti 1 L 1� ceuelaxi - T -1 r F V I tK'�• Ir \S _ mufti 1 L ceuelaxi - T -1 r F � r _ F 7P 9 A 1 „ -- -- ---- -- -- - --, - I 1 111 {�, 7Fr•5 _ �� 'y'/1 '+ r •� i � III I/ }:F1'. ' _ I -- .10-147 -PW IL 10-147 -P I SITE PLM.r».F.« f I PLATE 2 V&M JOE 11D- 147 -PIEI °„•� I ..e I PIVerlYl xeaogsa i - -� -� i ...� zle I I oamgwE I I ""i'»'•'�'a I I I i F1SeL9tlAI14N I I F3 ■ Hand-DVe Test Pit 11 — 11 Excavator Test PR E� Cross -Section T Of191E DATA: .ovAOZ �ocw or seaw �vmoz nn�bea VALNUA IMGT ./o vMEYAp G7� Imo!• 771 A • SITE SECTION o EAST --.. B • SITE SECTION o CENTER OF PROPERTY .. PLATE V&MJOB #10-147-P(B) Lu- c� In] C:! MMM. mm� mm� II I II I II I II I C • SITE SECTION ® WEST ...... EAST FOUNDATION WALL —...— PLATE 4 V &M JOB 910- 147 -P(B) V w == O =- w Z R-i R--------r------r----------- WEST FOUNDATION WALL � snTOre SS•2 II II II I II I II I II I C • SITE SECTION ® WEST ...... EAST FOUNDATION WALL —...— PLATE 4 V &M JOB 910- 147 -P(B) V w == O =- w Z R-i R--------r------r----------- WEST FOUNDATION WALL � snTOre SS•2 _ 2 JIIIJ. I IIIy II IU IJI. VU tl IUUJC. JI -I TERRACE DEPOSIT, s 94.9 78 ai 4 Fine sandstone. A trace of clay. Red brown color. Some rust - colored staining. Moist. Weathered loose near surface. ST -1 Becomes medium dense to dense at 5'. 6 SP 7 1087 87 34 8 Somewhat blocky at 8'. Continued medium dense to dense. 10 Sample disturbed at 10'. t Bottom of test pit at 10.5 feet. 12 VINJE & MIDDLETON ENG., INC. Proposed Residential Development BU SAMPLE CHUNK SAMPLE 2450 AUTO PARK WAY 167 Kilkenny Drive, Encinitas ESCONDIDO, CA 92029 10 -147 -P A.P.N. 261- 142 -17, 18 &19 PLATE 6 DENSnY TEST V 4 B N w qq N/o ❑ U 80 B0 �Q GEOo�LOoMP W/ BASEMENT a I I 70 70 70 VU UOVV� T18G°iRAC E DEPOWT 60 rERRAC Dt WII �BMIF°B1YElUNB wuaereNr 00 80 MARDS OW - 80 i . APP/i W'rE -- APPaoxlua rE SCALE: 1' -10' ' -- CONTACT `''0 WL A 50 - PLATE 8 C/9��� O��Q� ©��_- )RNA R V&MJOB#10- 147 -P(8) FORMATa0aAa ROCI �_ = FIE) a0 MILYSrOME- CLAYSTONE) 40 40 qq N/o ❑ U 80 B0 PBOSED BWEl"N° W/ BASEMENT 70 PNBPBBEB 70 �UPATW AL T18G°iRAC E DEPOWT 60 - 00 PBBP°!m MOSTOMfJ - - _— . i -- APPaoxlua rE - -- rosBB —.— r CONTACT `''0 WL A 50 FORMATa0aAa ROCI a0 MILYSrOME- CLAYSTONE) A FAULT - EPICENTER MAP SAN DIEGO COUNTY REGION 30 20 10 0 30 MILES INDICATED EARTHQUAKE EVENTS THROUGH 75 YEAR PERIOD (1900 -1974) Map data is compiled from various sources including California Devision of Mines and Geology, California Institute of Technology and the National Oceanic and Atmospheric Administration. Map is reproduced from California Division of Mines and Geology, "Earthquake Epicenter Map of California; Map Sheet 39." 1978 MAGNITUDE 167 KILKENNY DRIVE ENCINITAS, CA. o ............. 4.0 TO 4.9 O ............ 5.0 TO 5.9 Foult PLATE 9 ........... 6.0 TO 6.9 V &M JOB #10 -147 —P VINJE & MIDDLETON ENGINEERING, INC. • 2450 Auto Park Wav • Escondido, Califomia 92029 -I229 • Phnnr (760) 743 -I2I4 A RETAINING WALL DRAIN DETAIL Typical - no scale uruniu a —►— Granular, non-expansive bockfill_ Compacted. Woterproofing `r Filter Material. Crushed rock (wrapped in I> filter fabric) or Class 2 Permeable Material Perforated drain pipe (see specifications below) �I Competent, approved soils or bedrock CONSTRUCTION SPECIFICATIONS: 1. Provide granular, non - expansive backfill soil in 1;1 gradient wedge behind wall. Compact backfill to minimum 90% of laboratory standard. 2. Provide back drainage for wall to prevent build -up of hydrostatic pressures. Use drainage openings along base of wall or back drain system as outlined below. 3. Backdrain should consist of 4" diameter PVC pipe (Schedule 40 or equivalent) with perforations down. Drain to suitable oulet at minimum 1 %. Provide' /' - 1'/V crushed gravel fitter wrapped in fitter fabric (Mirafi 140N or equivalent). Delete filter fawc wrap if Caltrans Class 2 permeable material is used. Compact Class 2 material to minimum 90% of laboratory standard_ 4. Seal back of wall with waterproofing in accordance with architect's specifications. 5. Provide positive drainage to disallow ponding of water above wall. Lined drainage ditch to minimum 2% flow away from wall is recommended. Use 1'f, cubic foot per foot with granular backfill soil and 4 cubic foot per foot if expansive backfill soil is used. VINJE & MIDDLETON ENGINEERING, INC. PLATE 10 ISOLATION JOINTS AND RE- ENTRANT CORNER REINFORCEMENT Typical - no scale (a) (b) RE- ENTRANT CORNER, REINFORCEMENT NO.4 BARS PLACED 1,5" BELOW TOP OF SLAB NOTES: 1. Isolation joints around the columns should be either circular as shown in (a) or diamond shaped as shown in (b). If no isolation joints are used around columns, or if the comers of the isolation joints do not meet the contraction joints, radial cracking as shown in (c)may occur (reference ACI). 2. In order to control cracking at the re- entrant corners ( ±270° comers), provide reinforcement as shown in (c). I Re- entrant corner reinforcement shown herein is provided as a general guideline only and is subject to verification and changes by the project architect and/or structural engineer based upon slab geometry, location, and other engineering and construction factors. VINJE & MIDDLETON ENGINEERING, INC. PLATE 11 Robert M. Pride, LLC Consulting Engineer June 2, 2013 City of Encinitas Engineering Service Permits 505 South Vulcan Avenue Encinitas, CA 92024 Re: Final Grading Certification Permit No. 11 -988 Grading Permit No. 1o889 -G 2551 San Elijo Avenue Cardiff, California 92007 RMP Project No. 11- 128 -02 To Whom it Concerns, �. TO OIA r g n E JUN 1 8 2013 Li r1 ENGINEERIA'G +r aRV _-- ��'`— EVCNIigS Grading under Permit No. 1o889 -G has been performed in substantial conformance with the approved grading plan. Final grading inspection recently performed has demonstrated that lot drainage conforms with the approved grading plan and that swales drain at a minimum of 1% to the street and /or to an appropriate drainage system. All the Low Impact Development, Source Control and Treatment Control Best Management Practices as shown on the drawing, and as required by the Encinitas Stormwater Manual were constructed and are operational, together with the required maintenance covenants. Please call me if there are any questions. Engineer of Record and Engineering Inspector: Robert M. Pride, PE, GE No. 00697 Q � Robert M. Pride, P. E. Principal Civil /Geotechnical Engineer dist: Mr. Randolph A. Cherewick City of Encinitas rmp: CherewickRes16 Verification by the Engineering Inspector of the above statements is documented by the inspector's signature hereon and will take place only after the above is signed and stamped; this does not relieve the Engineer of Record of the ultimate resnonsibility. Engineering Inspector Date Robert M. Pride, LLC Page 1 13203 Holmes Point Drive NE Kirkland, WA 98034 TO: FROM Tel ENGINEERING SERVICES DEPARTMENT Capital Improvement Projects City of f District Support Services Encinitas Field Operations Subdivision Engineering Traffic Engineering Field Clearance to Allow Occupancy Subdivision Engineering Public Service Counter Field Operations Private Contract Inspection Building Permit No. LL -A�JL Name of Project C 14 Et -G w l c IK i2ESIflE+.►� Name of Developer L ,4IZ—EWOOD LWIt -16 -PL15-r PAtjboLF CNi✓REwICY- 1 have inspected the site at 2,651 Sr+fJ Ei- 1,Ja AuE. (address... number ...street name ...suffix) and have determined that finish (precise) grading and (iOtno.) (bldg: no.) any other related site improvements are substantially complete and that occupancy is merited. S -t4 - -- 13 mace) (Signature of Senior Civil Engineer, only If appropiate) mate) Reference: Engineering Permit No. I -6- Special Note. Please do not sign the "blue card" that is issued by Building Inspection Division and given to the developer. You are only being asked to verify field conditions. Office staff still has the responsibility to verify that compliance with administrative requirements is achieved, typically payment of impact fees or execution of documents. Return this form, if completed, to counter staff merely by dropping it in the slot labelled "final inspection" that is located between the desks of the engineering technicians. Also, please remember to do final inspections on the related engineering permits and return that paperwork, if completed. Thankyou. JSG /field.doc I TEL 7614633 -2600 1 F.4.X 760 - 633.2627 505 S. Vulcan Avenue. Encinitas. Califomia 92024.3633 TDD 760 - 613 -2700 0 recycled paper LAKEWOOD LIVING TRUST RESIDENCE COST ESTIMATE Item A. Grading Clear and Grub Excavate and Export Excavate and Fill Import and Fill 2010 L , Quantity Price Cast 950 sf 800 cy 280 cy 170 cy B. Best Management Practices (BMP'S) Gravel Bag 12 ea Straw Bales 8 ea Silt Fence 75 If Fiber Rolls 60 If Hydro -Seed 500 sf Stabilized Construction Ent. 400 sf Concrete Washout 1 ea C. Public Surface Improvements $0.45 $ 427.50 $27.50 $22,000.00 $ 0.00 $20.00 $ 5,600.00 $28.00 $ 4,760.00 Total $32,787.50 $1.10 $ 13.20 $5.00 $ 40.00 $1.60 $ 120.00 $215 $ 135.00 $0.20 $ 100.00 $5.25 $ 2,100.00 $500.00 $ 500.00 Total $ 3,008.20 6" x 6" concrete curb 70 If $12.00 $ 900.00 Interlocking Pavers 340 sf $12.00 $ 3,360.00 Water Service, per Water District installation; paid directly to Water District $ 0.00 Saw Cut Existing 70 If $4.00 $ 440.00 Total $ 4,700.00 D. Private Drainage Driveway 670 sf Aggregate Base 670 sf E. Public & Private Miscellaneous Gravity Retaining Walls 1202 sf Crib -block retaining wall 495 sf $5.00 $ 3,350.00 $1.00 $ 670.00 Total $ 4,020.00 $22.00 $26,444.00 $25.00 $12,375.00 Total $38,819.00 IMPROVEMENT TOTAL $83,334.70 1D% CONTINGENCY $8,335.00 BONDING AMOUNT $91,669.70 - -- - -� MAR 2 72011k City of Encinitas Engineering Services Department- 505 S. Vulcan — Encinitas, CA 92024 RE: Letter of Permission to enter and to import in conjunction with Grading Permit 7 Street addWss the owner(s) of: Assessor's Parcel N . — 6 N21-4 -00 L E ro ;? Address: / �� /'t , Encinitas, CA 92024 This agreement is structured to allow for the import of clean fill at the above property for which there is the above active grading permit. A haul route is to accompany this document prior to fill being placed on site. / I further hereby agree to hol the City of Encinitas free and clear of any and all liability for damages or claims resulting from work by the contractors pursuant to the aforementioned removal and placement of dirt. • Date _3– 2 5�rf By - J-; 4W Owner -7 7216 Date `r ��a Form No. 1490.080 Eagle ALTAICLTA Homeowner's Policy of Tide Insurance (01/01/08) Ownees Inforrnatlon sheet 1100075CO10801 HOMEOWNER'S POLICY OF TITLE INSURANCE FOR A ONE -TO -FOUR FAMIL Y RESIDENCE ISSUED BY [1 ° iL First American Title Insurang9 Company 0 2010 OWNER'S INFORMATION SHE Your Title Insurance Policy is a legal contract between You and Us. It applies only to a one -to -four family residence and only if each insured named in Schedule A is a Natural Person. If the Land described in Schedule A of the Policy is not an improved residential lot on which there is located a one - to-four family residence, or if each insured named in Schedule A is not a Natural Person, contact Us immediately. The Policy insures You against actual loss resulting from certain Covered Risks. These Covered Risks are listed beginning on page 1 of the Policy. The Policy is limited by: • Provisions of Schedule A • Exceptions in Schedule B • Our Duty To Defend Against Legal Actions On Page 2 • Exclusions on page 2 • Conditions on pages 2, 3 and 4. You should keep the Policy even if You transfer Your Title to the Land. It may protect against claims made against You by someone else after You transfer Your Title, IF YOU WANT TO MAKE A CLAIM, SEE SECTION 3 UNDER CONDITIONS ON PAGE 3. The premium for this Policy is paid once. No additional premium is owed for the Policy. This sheet is not Your insurance Policy. It is only a brief outline of some of the important Policy features. The Policy explains in detail Your rights and obligations and Our rights and obligations. Since the Policy- - and not this sheet - -is the legal document, YOU SHOULD READ THE POLICY VERY CAREFULLY. If You have any questions about Your Policy, contact: First American Title Insurance Company 1 First American Way Santa Ana, CA 92707 Form No. 1490.08D Eagle ALTA/CLTA Homeowners Policy of Tide Insurance (01/01/08) Table of Contents 1100075CO10STC HOMEOWNER'S POLICY OF TITLE INSURANCE FOR A ONE -TO -FOUR FAMIL Y RESIDENCE ISSUED BY First American Title Insurance Company TABLE OF CONTENTS OWNER'S COVERAGE STATEMENT .............. ............................... 1 COVERED RISKS ........................... ............................... 18t2 OUR DUTY TO DEFEND AGAINST LEGAL ACTIONS ... ............................... 2 EXCLUSIONS............................. ............................... 2 CONDITIONS 1. Definitions .......................... ............................... 2&3 2. Continuation of Coverage ............... ............................... 3 3. How to Make Claim .................. ............................... 3 4. Our Choices When We Learn of a Claim ..... ............................... 3 5. Handling a Claim or Legal Action .......... ............................... 3 6. Limitation of Our Liability ............... ............................... 3 7. Transfer of Your Rights to Us ............ ............................... 4 8. This Policy is the Entire Cont ract .......... ............................... 4 9. Increased Policy Amount ................ ............................... 4 10. Severabilit y ......................... ............................... 4 11. Arbitration .......................... ............................... 4 12. Choice of Law ....................... ............................... 4 SCHEDULE A Policy Number, Premium, Date and Amount Deductible Amounts and Maximum Dollar Limits of Liability Street Address of the Land 1. Name of Insured 2. Interest in Land Covered 3. Description of the Land SCHEDULE B -- EXCEPTIONS Form No. 1490.08 EAGLE (01/08) Policy Page ALTA/CLTA Homeowner's Policy of Tide Insurance (1/01/08) Policy Number: 347342 Third Generation EAGLE Owner's Policy 110D075010B00 HOMEOWNER'S POLICY OF TITLE INSURANCE ISSUED BY First American Title Insurance Company EAGLE Protection Owner's Policy FOR A ONE -727 -FOUR FAMILY REMDENCE As soon as You Know IN anything that might be covered by this Policy, You must notify Us promptly In writing at the address shown In Section 3 of the Conditions, OWNERS COVERAGE STATEMENT 7. Any of Covered Risks 1 through 6 occurring after the Policy Date. This Policy inheres You against actual loss, inducing any cosh, attorneys' 8. Someone else has a lien on Your Title, Including a: fees and expenses provided under this Policy. The loss must result from one a, lien of real estate taxes or assessments imposed on Your Title or more of the Covered Risks set forth below. This Policy covers only Land by a governmental authority that are due or payable, but that is an improved resklenbal lot on which there is located a one-to-four unpaid; family residence and Only when each insured named in Schedule A is a b. Mortgage; Natural Person. C. Judgment, gate or federal tax lien; Your insurance is effective on the Policy Date, This Policy covers Your actual d. charge by a homeowner's or condominium association; or loss from any risk described under Covered Risks N the event creating the e. lien, occurring before or after the Policy Date, for labor and risk exists on the Policy Date or, to the extent expressly gated in Covered material furbished before the Policy Date. Rsks after the Policy Date. 9. Someone else has an encumbrance on Your Title. Your Insurance is limbed by all of the followng: 10. Someone else claims to have rights affecting Your Title ti r of • The Policy Amount fraud, duress, incompetency or incapxity. • For Covered Risk 16, 18, 19 and 21, Your Deductible Amount and 11. You do not have actual vehicular and pedestrian access to and Our Maximum Dollar Lint of Liability shown in Schedule A from the Lad, based upon a legal right. • The Exceptions in Schedule B 12. You are forced to correct or remove an existing violation of any • Our Duty To Defend Against Legal Actors covenant, condition or restriction affecting the Land, even if dhe • The Exclusions on page 2 covenant, condition or restriction s excepted in Schedule B. • The Conditions on pages 2, 3 and 4. However, You are not covered for any violation tut relates to: a. any obligation to perform maintenance or repair on the Land; COVERED RISKS or The Covered Risks are: b. environmental protection of arty kind, including hazardous or 1. Someone else owns an interest in Your Title. toxic conditions or substances unless there is a nonce 2. Someone else has rights affecting Your Title because of leases, recorded in the Public Records, cl s long any part of the contacts, or options. Land, claiming a violation exists. Our liability for this Covered 3. Someone else daims to have rights affecting Your Title necause of Risk Is limited to tie extent of the violation stated in that forgery or impersonation. nonce. C Someone else has an easement on the Land. 13. Your Title is lost or taken because of a violation of any covenant, S. Someone else has a right to limit Your use of the Land. condition or restriction, which occurred before You acquired You 6. Your Title is defective. Some of these defects are: Tide, even if tte coveraM condition or restriction is excepted In a. Someone else's failure to have authorized a trarefer or Schedule S. Conveyance of vow Title. 14. The violation or enforcement of chose pomons of arty law or b. Someone else's failure to create a valid document by government regulation concerning: electronic means. a. building; C. A document upon which Your Tide is based is invalid ld c b. zoning; R was not property signed, sealed, acknowledged, delivered c. lard use; or recorded. J. improvements on the Land; J. A document upon which Your Tice is based was signed using e. land densbn; or a falsified, expired, or anhawtse invalid power of attorney f. erhvirormental Protection, e. A docunhent upon which Your Tice s based was not property t there is a notice recorded in the Public Records, describing filed, Recorded, or indexed in the Public Records. arl Part of the Land, claiming a vgWnon exists or declaring f. A defective Jwk;a or administrable proceeding. the intention to enforce the law or regulation. Our liability for this Covered Risk is limited to the extent of the violation or enforcement stated in that notice. First American 777de /Insurance Company BY � '� // LGL PNEuIm"rr ATTEST W47- SECRETARY 15. An enforcement action baud on the exii of a governmental Police power not covered by Covered Risk 14 if there is a notice recorded in the Public Records, describing any part of the Land, of the enforcement action or intention to bring an enforcement action. Our liability for this Covered Risk is limited to the extent of the enforcement action stated in that notice. 16. Because of an existing violation of a subdivision law or regulation affecting the Land: a. You are unable to obtain a building permit; It. You are required to correct or remove the violation; or c. someone else has a legal right to, and does, refuse to perform a contract to purchase the Land, lease it or make a Mortgage ban on it The amount of Your insurance for this Covered Risk is subject to Your Deductible Amount and Our Maximum Dollar Limit of Liability shown in Schedule A. 17. You lose Your Title to any part of the Land because of the right to take the Land by condemning it, if: a. there a a notice of the exercise of the right recorded in the Public Records and the notice describes any part of the Land; or b. the taking happened before the Polity Date and is binding on You if You bought the Land without Knowing of the taking. 18. You are forced to remove or remedy Your existing structures, or any part of them - other than boundary walls or fences - because any portion was built without obtaining a building permit from the proper government office. The amount of Your insurance for this Covered Risk is subject to Your Deductible Amount and Our Maximum Dollar Limit of Liability shown in Schedule A. 19. You are forced to remove or remedy Your existing structures, or any part of them, because they violate an existing zoning law or zoning regulation. If You are required to remedy any portion of Your existing structures, the amount of Your insurance for this Covered Risk is subject to Your Deductible Amount and Our Maximum Dollar Limit of Liability shown in Schedule A. 20. You cannot use the Land because use as a single - family residence violates an existing zoning law or zoning regulation. 21. You are forced to remove Your existing structures because they encroach onto Your neighbor's land. If the encroaching structures are boundary walls or fences, the amount of Your insurance for this Covered Risk is subject to Your Deductible Amount and Our Maximum Dollar Limit of Liability shown in Schedule A. 22. Someone else has a legal right to, and does, refuse to perform a contract to purchase the Land, lease it or make a Mortgage loan on it because Your neighbor's existing structures encroach onto the Land. 23. You are forced to remove Your existing structures which encroach ono an easement or over a building set -back line, even if the easement o- building set -back line is excepted in Schedule B. 24. Your existing structures are damaged because of the exercise of a right to maintain or use any easement affecting the Land, even if the easement is excepted in Schedule B. 25. Your existing improvements (or a replacement or modification made to them after the Policy Date), including lawns, shrubbery or trees, are damaged because of the future exercise of a right to use the surface of the Land for the extraction or development of minerals, water or any other substance, even if those rights are excepted or reserved from the description of the Land or excepted in Schedule B. 26. Someone else tries to enforce a discrinnatory covenant, condition or restriction that they claim affects Your Title which is based upon race, color, religion, sex, handicap, familial status, or national origin. 27. A taxing authority assesses supplemental real estate Woes not previously assessed against the Land for any period before the Policy Date because of construction or a change of ownership or use Mat occurred before the Policy Date. 28. Your neighbor builds any strucGires after the Policy Date — other than boundary walls or fences -- which encroach onto the Land. 29. Your Title is unmarketable, which allows someone else to refuse to perform a contract to purchase the Land, lease it or make a Mortgage loan on it. 30. Someone else owns an interest in Your Title because a court order invalidates a prior transfer of the title under federal bankruptcy, state insolvency, or similar creditors' rights laws. 31. The residence with the address shown in Schedule A is not located on the Land at the Policy Date. 32. The map, if any, attached to this Policy does not show the correct location of the Land according to the Public Records. Our Duty To Defend Against Legal Actions We will defend Your Title in any legal action only as to that part of the action which is based on a Covered Risk and which is not excepted or excluded from coverage in this Policy. We will pay the costs, attorneys' fees, and expenses We incur in that defense. We will not pay for any part of the legal action which is not based on a Covered Risk or which is excepted or excluded from coverage in this Policy. We can end Our duty to defend Your Title under Section 4 of the Conditions. This Policy Is not complete without Schedules A and B. EXCLUSIONS In addition to the Exceptions in Schedule B, You are not insured against loss, costs, attorneys' fees, and expenses resulting from: 1. Governmental police power, and the existence or violation of those portions of any law or government regulation concerning: a. building b. zoning c. land use d. improvements on the Land e. land division; and f. environmental protection This Exclusion does not limit the coverage described in Covered Risk 8.a., 14, 15, 16, 18, 19, 20, 23 or 27. 2. The failure of Your existing structures, or any part of them, to be constructed in accordance with applicable building codes. This Exclusion does not limit the coverage described in Covered Risk 14 or 15. 3. The right to take the Land by condemning it This Exclusion does not lint the coverage described in Covered Risk 17. 4. Risks: a. that are created, allowed, or agreed to by You, whether or not they are recorded in the Pudic Records; b. that are Known to You at the Policy Date, but not to Us, unless they are recorded in the Public Records at the Policy Date; c that result in no loss to You; or d. that first occur after the Policy Date - this does not limit the coverage described in Covered Risk 7, 8.e., 25, 26, 27 or 28. 5. Failure to pay value for Your Tolle. 6. Lack of night: a. to any land outside the area specifically described and referred to In paragraph 3 of Schedule A; and b, in streets, alleys, or waterways that ouch the Land. This Exclusion does not limit the coverage described in Covered Risk 11 or 21. CONDITIONS 1. Definitions: a. Easement - the right of someone else to use the Land for a special purpose. Policy Page 2 b. Known - things about which You have actual knowledge. The words 'Know' and "Knowing" have the same meaning as Known. C . Land - the Land or condominium unit described in paragraph 3 of Schedule A and any improvements on the Land which are real property. d. Mortgage - a mortgage, deed of trust, trust deed or other security instrument. e. Natural Person - a human being, not a commercial or legal organization or entity. Natural Person includes a trustee of a Trust even if the trustee is not a human being. f. Polley Date - the date and time shown in Schedule A. If the insured named in Schedule A first acquires the interest shown in Schedule A 6y an instrument recorded in the Pubic Records later than the date and time shown in Schedule A, the Policy Date is the date and time the instrument is recorded. g. Pudic Records - records that give constructive notice of matters affecting Your Title, according to the state statutes where the land is located. h. Title - the ownership of Your interest in the land, as shown in Schedule A. i. Trust - a living trust established by a human being for estate planning. j. We /Our /Us - First American Title Insurance Company, k. You /Your - the insured named in Schedule A and also those identified in Section 2.1b. of these Conditions. 2. Continuation of Coverage: a. This Policy insures You forever, even after You no longer have Your Tide. You cannot awgn this Policy to anyone else. b. This Policy also insures: (1) anyone who inherits Your Title because of Your death; (2) Your spouse who receives Your Title because of dissolution of Your marriage; (3) the trustee or successor trustee of a Trust to whom You transfer Your Title after the Policy Date; or (4) the beneficiaries of Your Trust upon Your death, c. We may assert against the insureds identified in Section 2.b. any rights and defenses that We have against any previous insured under this Policy. 3. How To Make A Claim: a. Prompt Notice Of Your Claim (1) As soon as You Know of anything that might be covered by this Policy, You must notify Us promptly in writing. (2) Send Your notice to First American Title Insurance Company, 1 First American Way, Santa Ana, CA 92707, Attention: Claims Department. Please include the Policy number shown in Schedule A, and the county and state where the Land is located. Please enclose a copy of Your policy, if available. (3) If You do not give Us prompt notice, Your coverage will be reduced or ended, but only to the extent Your failure affects Our ability to resolve the claim or defend You. b. Proof Of Your Loss (1) We may require You to give Us a written statement signed by You describing Your loss which includes: (a) the basis of Your claim; (b) the Covered Risks which resulted in Your loss; (c) the dollar amount of Your loss; and (d) the method You used to compute the amount of Your less. (2) We may require You to make available to Us records, checks, letters, contracts, insurance policies and other papers which relate to Your claim. We may make copies of these papers. (3) We may require You to answer questions about Your claim under oath. (4) If you fail or refuse to give Us a statement of loss, answer Our questions under oath, or make available to Us the papers We request, Your coverage will be reduced or ended, but only to the extent Your failure or refusal affects Our ablity to resolve the claim or defend You. 4. Our Choices When We Learn Of A Claim: a. After We receive Your notice, or otherwise leam, of a claim that IS covered by this Policy, Our choices include one Or more of the following: (1) Pay the claim. (2) Negotiate a settlement. (3) Bring or defend a legal action related to the claim. (4) Pay You the amount required by this Policy. (5) End the coverage of this Policy for the claim try paying You Your actual less resulting from the Covered Risk, and those mss, attorneys' fees and expenses incurred up to that time which We are obligated to pay; (6) End the coverage described in Covered Risk 16, 18, 19 or 21 by paying You the amount of Your insurance then in force for the Particular Covered Risk, and those costs, attorneys' fees and expenses incurred up to that time which We are obligated to pay: (7) End all coverage of this Policy by paying You the Policy Artqunt then in force, and those costs, attorneys' fees and expenses incurred up to that time which We are obligated to pay; (8) Take other appropriate action, b. when We choose the options in Sections 4.a. (5), (6) or (7), all Our obligations for the claim end, including Our Obligation to defend, or continue to defend, any legal action. c. Even if We do not think that the Policy covers the claim, We may choose one or more of the options above. By doing so, We do not give up any rights. 5. Handling A Claim Or Legal Action a. You must cooperate with Us in handling any claim or legal action and give Us all relevant information. b. If You fail or refuse to cooperate with Us, Your coverage will be reduced or ended, but only to the extent Your failure or refusal affects Our ability to resolve the claim w defend You. C. We are required to repay You only for those settlement costs, attorneys' fees and expenses that We approve in advance. d. We have the right to choose the attorney when We bring or defend a legal action on Your behalf. We can appeal any decision to the highest level. We do not have to pay Your claim until the legal action is finally decided. e. Whether or not We agree there is coverage, We can bring or defend a legal action, a take other appropnate action under this Policy. By doing so, We do not give up any rights. 6. Limitation Of Our Liability a. After subtracting Your Deductible Amount if it applies, We will pay no more than the least of: (1) Your actual loss, (2) Our Maximum Dollar Limiit of Liability then in force for the particular Covered Risk, for claims covered only under Covered Risk 16, 18, 19 or 21; or (3) the Policy Amount Men in force , and any costs, attorneys' fees and expenses which We are obligated to pay under this Policy. b. If We pursue Our rights under Sections 4.a.(3) and 5.e. of these Conditions and are unsuccessful in establishing the Title, as insured: (1) the Policy Amount then in force will be increased by 10% of the Policy Amount shown in Schedule A. and (2) You shall have the right to have the actual loss determined on either the date the claim was made by You or the date it is settled and paid. c (1) If We remove the cause of the claim with reasonable diligence after receiving notice of it, all Our obligations for the claim end, inducting any obligation for loss You had while We were removing the cause of the claim. Policy Page 3 (2) Regardless of 6.c.(1) above, if You cannot use the Land because of a claim covered by this Policy; (a) You may rent a reasonably equivalent Substitute residence and We will repay You for the actual rent You pay, until the earlier of: (i) the cause of the claim is removed; or (ii) We pay You the amount required by this Policy. If Your claim is covered only under Covered Risk 16, 18, 19 or 21, that payment is the amount of Your insurance then in force for the particular Covered Risk. (b) We will pay reasonable costs You pay to relocate any Personal property You have the right to remove from the Land, including transportation of that personal property for up to twenty-five (25) mills from the Land, and repair of any damage to that personal property because of the relocation. The amount We will pay You under this Paragraph is limited to the value of the personal property before You relocate R. d. All payments We make under this Policy reduce the Policy Amount then in force, except for costs, attorneys' fees and expenses. All payments We make for claims which are covered only under Covered Risk 16, 18, 19 or 21 also reduce Our Maximum Dollar Unit of Liability for the particular Covered Risk, except for costs, attorneys' fees and expenses. e. If We issue, or have issued, a Policy to the owner of a Mortgage that is on Your Title and We have not given You any coverage against the Mortgage, then: (1) We have the right to pay any amount due You under this Policy to the owner of the Mortgage, and any amount paid shall be treated as a payment to You under this Policy, including under Section 4.a. of these Conditions; (2) Any amount paid m the owner of the Mortgage shall be Subtracted from the Policy Amount then in force ; and (3) If Your claim is covered only under Covered Risk 16, 18, 19 or 21, any amount paid to the owner of the Mortgage shall also be subtracted from Our Maximum Dollar Limit of Liability for the particular Covered Risk. f. If You do anything to affect any right of recovery You may have against someone else, We can subtract from Our liability the amount by which You reduced the value of that right. 7. Transfer Of Your Rights To Us a. When We settle Your claim, We have all the rights and remedies You have against any person or property related to the claim. You must not do anything to affect these rights and remedies. When We ask, You must execute documents to evidence the transfer to Us of (1) to Us for the costs, attomeys' fees and expenses We paid to enforce these rights and remedies; (2) to You for Your loss that You have not already collected; (3) to Us for any money We paid out under this Policy on account of Your claim; and (4) to You whatever is left. d. If You have rights and remedies under contracts (such as indemnities, guaranties, bonds or other policies of insurance) to recover all or part of Your loss, then We have all of those rights and remedies, even if those contracts provide that those obligated have all of Your rights and remedies under this Policy. B. This Policy is the Entire Contract This Policy, with any endorsements, is the entire contract between You and Us. To determine the meaning of any part of this Policy, You must read the entire Policy and any endorsements. Any changes to this Policy must be agreed to in writing by Us. Any daim You make against Us must be made under this Policy and is subject to its terns. 9. Increased Policy Armunt The Policy Amount then in force will increase by ten percent (10%) of the Policy Amount shown in Schedule A each year for the first five years following the Policy Date shown in Schedule A, up to one hundred fifty percent (150%) of the Policy Amount shown in Schedule A. The increase each year will happen on the anniversary of the Policy Date shown in Schedule A. 10. Severabllity If any part of this Policy is held to be legally unenforceable, both You and We can still enforce the rest of this Policy. 11. Arbitration a. If permitted in the state where the Land is located, You or We may demand arbitration. b. The law used in the arbitration is the law of the state where the Land is located. C. The arbitration shall be under the Title Insurance Arbitration Rules of the American Land Title Association (Rules). You can get a copy of the Rules from Us. d. Except as provided in the Rules, You cannot join or consolidate Your claim or controversy with claims or controversies of other persons. e. The arbitration shall be binding on both You and Us. The arbitration shall decide any matter in dispute between You and us. f. The arbitration award may be entered as a judgment in the proper court. these rights and remedies. You must let Us use Your name in enforcing these rights and remedies. 12. Choice of Law b. We will not be liable to You if We do not pursue these rights and The law of the state where the Land is located shall apply to this policy. remedies or if We do not recover any amount that might be recoverable. c. We will pay any money We collect from enforcing these rights and remedies in the following order: POLICY OF TITLE INSURANCE S A A M E R �C `0. y 4 P010 Page 4 Form No. 1490.08A Eagle (01/08) ALTA Homeowners Policy of Title Insurance (01/01/08) 110007500108SA HOMEOWNER'S POLICY OF TITLE INSURANCE FOR A ONE -TO -FOUR FA MIL Y RESIDENCE ISSUED BY First American Title Insurance Company Our name and address is: First American Title Insurance Company 1 First American Way, Santa Ana, CA 92707 Policy No.: 3473424 Policy Amount: $1,000,000.00 SCHEDULE A Premium: $2,319.00 Policy Date: March 12, 2010 at 8:00 a.m. Deductible Amounts and Maximum Dollar Limits of Liability For Covered Risks 16, 18, 19 and 21: Your Deductible Amount Covered Risk 16: 1% of Policy Amount Shown in Schedule A or $2,500 (whichever is less) Covered Risk 18: 1% of Policy Amount Shown in Schedule A or $5,000 (whichever is less) Covered Risk 19: 1% of Policy Amount Shown in Schedule A or $5,000 (whichever is less) Covered Risk 21: 1% of Policy Amount Shown in Schedule A or $2,500 (whichever is less) Our Maximum Dollar Limit of Liabilitv Street Address of the Land: 167 Kilkenny Drive, Encinitas, CA 92007 Name of Insured: Lakewood Living Trust dated September 15, 2006 Your interest in the Land covered by this Policy is: A Fee. 3. The Land referred to in this Policy is described as: $10,000 $25,000 $25,000 $5,000 Real property in the City of Encinitas, County of San Diego, State of California, described as follows: THE SOUTHWESTERLY ONE -HALF OF LOTS 4 THROUGH 10 INCLUSIVE, IN BLOCK 4 OF CARDIFF, IN THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 1298, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, NOVEMBER 14, 1910, ALSO ALL THE ALLEY NOW VACATED AND CLOSED TO PUBLIC USE IMMEDIATELY ADJOINING SAID LOTS 4 THROUGH 8 INCLUSIVE ON THE SOUTHWEST. ALSO THAT PORTION OF THE NORTHEASTERLY HALF OF THE ALLEY IMMEDIATELY ADJOINING SAID PORTION OF LOTS 9 AND 10 ON THE SOUTHWEST. EXCEPTING FROM SAID PORTION OF LOTS 9 AND 10 AND SAID PORTION OF THE ALLEY ADJOINING THAT PORTION THEREOF LYING SOUTHEASTERLY OF THE NORTHWESTERLY LINE OF THE COUNTY ROAD 40.00 FEET IN WIDTH AS SAME IS SHOWN ON MAP OF RECORD OF SURVEY 1132, FILED IN THE OFFICE OF THE COUNTY SURVEYOR OF SAN DIEGO COUNTY, THE CENTER LINE OF SAID COUNTY ROAD BEING DESCRIBED AS FOLLOWS: BEGINNING AT A POINT ON THE NORTHEASTERLY LINE OF LOT 8 IN SAID BLOCK 4, DISTANT THEREON NORTH 13 012'00" WEST (RECORD -NORTH 31 010') 55.66 FEET FROM THE MOST EASTERLY CORNER OF LOT 10 IN BLOCK 4; THENCE SOUTH 22 042'00" WEST 29.49 FEET TO THE BEGINNING OF A TANGENT CURVE CONCAVE TO THE NORTHWEST HAVING A RADIUS OF 200.00 FEET; THENCE SOUTHWESTERLY ALONG THE ARC OF SAID CURVE TO THE SOUTHWESTERLY LINE OF LOT 10 IN SAID BLOCK 4. APN: 261 - 142 -17 -00 and 261 - 142 -18 -00 Form No. 1490.080 Eagle (01/08) ALTA Homeowner's Policy of Title Insurance (01/01/08) 1100075CO108SB HOMEOWNER'S POLICY OF TITLE INSURANCE FOR A ONE -TO -FOUR FAMILY RESIDENCE ISSUED BY First American Tide Insurance Company SCHEDULE B EXCEPTIONS In addition to the Exclusions, You are not insured against loss, costs, attorneys' fees, and expenses resulting from: 1. General and special taxes and assessments for the fiscal year 2010 -2011, a lien not yet due or payable. 2. The lien of supplemental taxes, if any, assessed pursuant to Chapter 3.5 commencing with Section 75 of the California Revenue and Taxation Code. The privilege and right to extend drainage structures and excavation and embankment slopes beyond the limits of the right of way granted therein, where required for the construction and maintenance thereof, as granted to The County of San Diego (no representation is made as to the present ownership of said easement), in Deed Recorded: November 25, 1949 in Book 3398, Page 263 of Official Records The location of the easement cannot be determined from record information. 4. Covenants, conditions, restrictions and easements in the document recorded June 2, 1948 as Book 2819 Page 453 of Official Records, but deleting any covenant, condition, or restriction indicating a preference, limitation or discrimination based on race, color, religion, sex, sexual orientation, marital status, ancestry, disability, handicap, familial status, national origin or source of income (as defined in California Government Code §12955(p)), to the extent such covenants, conditions or restrictions violate 42 U.S.C. §3604(c) or California Government Code §12955. Lawful restrictions under state and federal law on the age of occupants in senior housing or housing for older persons shall not be construed as restrictions based on familial status. 5. Any requirement by the City of Encinitas for a certificate of compliance. ' } 5 Recoronarwuatedby DOIr C # 2010- 0123074 First American Title BY: / IIIH IIIIIIIIIIIIIIIIIIIII IIIII�IIIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIII IN San Diego !7 Eawow No. 1 7001 4 1 2 -JSL Tin* Ord" No. 3y-t 34 Z r-{ lrf MAR 12, 2010 8:00 AM When Recorded Mail Document RECORDS and Tax Statement To: SAN DIEGOOFFICIAL COUNTY RECORDER'S OFFICE DAVID L. BUTLER.000NTYRECORDER Lakewood Living Truer FEES. 111200 C/O R. Cherevick OC OC P.O. sox 12648 PAGES: 2 Mill Creek, -WA 98082 5864 10110 11®®®111®1® GRANT DEED The undersigned grantor(s) declarels) Documentary transfer tax is $ t 1 OO. o0 I X ) computed on full value of property conveyed, or I ) computed on full value less value of liens or encumbrances remaining at time of sale, [ ) Unincorporated Area City of Cardiff FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, William A. Bear, Jr., A Married Man as his Sole and Separate Property hereby GRANT(S) to Lakewood Living Trust dated September 15, 2006 the following described real property in the City of CardiffCounty of San Diego, State of California: SEE EXHIBIT "ONE" ATTACHED HERETO AND MADE A PART HEREOF DATED: February 10, 2010 State of Gal form' Harylond ) County of Ccc�D ) On gal o before me, Elimbz�L rlirilrK Notary Public (here insert name and title of the officer), personally appeared 1+.Ilici. A. lecir Af. who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is /are subscribed to the within instrument and acknowledged to me that he /she /they executed the same in his /her /their authorized capacityfies), and that by his /her /their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNESS my hand and official seal. Signature -j. ryrheLj `4ftAi i rAL (Seal) EftatiO L Frederick NOTARY PUBLIC Cede County, Maryland My Comrtdssbn Erpirm lNOT1YJ13 /111 I G A --- ';Z "William A. Bear, Jr. 71, MAIL TAX STATEMENTS AS DIRECTED ABOVE FD -213 (Rat- 12/07) GRANT DEED tPa?t.wpd) (0e -0% sxG�� „n Og Date: March 09, 2010 5865 File No.: DIN - 3473424 ( 16) THE SOUTHWESTERLY ONE -HALF OF LOTS 4 THROUGH 10 INCLUSIVE, IN BLOCK 4 OF CARDIFF, IN THE COUNTY OF SAN DIEGO, STATE OF CALIFORNIA, ACCORDING TO MAP THEREOF NO. 1298, FILED IN THE OFFICE OF THE COUNTY RECORDER OF SAN DIEGO COUNTY, NOVEMBER 14, 1910. ALSO ALL THE ALLEY NOW VACATED AND CLOSED TO PUBLIC USE IMMEDIATELY ADJOINING SAID LOTS 4 THROUGH 8 INCLUSIVE ON THE SOUTHWEST. ALSO THAT PORTION OF THE NORTHEASTERLY HALF OF THE ALLEY IMMEDIATELY ADJOINING SAID PORTION OF LOTS 9 AND 10 ON THE SOUTHWEST. EXCEPTING FROM SAID PORTION OF LOTS 9 AND 10 AND SAID PORTION OF THE ALLEY ADJOINING THAT PORTION THEREOF LYING SOUTHEASTERLY OF THE NORTHWESTERLY LINE OF THE COUNTY ROAD 40.00 FEET IN WIDTH AS SAME IS SHOWN ON MAP OF RECORD OF SURVEY 1132, FILED IN THE OFFICE OF THE COUNTY SURVEYOR OF SAN DIEGO COUNTY, THE CENTER LINE OF SAID COUNTY ROAD BEING DESCRIBED AS FOLLOWS: BEGINNING AT A POINT ON THE NORTHEASTERLY LINE OF LOT 8 IN SAID BLOCK 4, DISTANT THEREON NORTH 13 012'00" WEST (RECORD -NORTH 31 610') SS." FEET FROM THE MOST EASTERLY CORNER OF LOT 10 IN BLOCK 4; THENCE SOUTH 22 042'00" WEST 29.49 FEET TO THE BEGINNING OF A TANGENT CURVE CONCAVE TO THE NORTHWEST HAVING A RADIUS OF 200.00 FEET; THENCE SOUTHWESTERLY ALONG THE ARC OF SAID CURVE TO THE SOUTHWESTERLY LINE OF LOT 10 IN SAID BLOCK 4. A.P.N. 261-142-17-00 a .k 3 w - I -A 7- - 14'-00 Pape 1 of I